




















% 



SKETCH, showing the route of the proposed AIR-LINE TUNNEL, G;^ miles long, from the Gunpowder Falls, for the delivery of seventy 
millions of gallons of Water daily. Area of the three Distributing Reservoirs, 53 acres—elevation above tide, 138 feet, 1G8 feet and 268 feet 
respectively. 













































UPON A 


SUPPLY OF WATER 


FOR THE 


CitQ of paltimorr, 

7 



T. E. SICKELS, 



BALTIMORE: 

PRINTED. BY JAS. LUCAS & SON, 

Corner of Calvert street and Lovely Lane. 


1854 . 






0 '$ 















» i H &ZK . .*! 




■ . 


' 





REPORT. 


To the Honorable 

the First and Second Branches of the City Council: 

I respectfully submit the results of surveys and exam¬ 
inations which have been made for the purpose of deter¬ 
mining the best plan of introducing an abundant supply 
of good and wholesome water into the city of Baltimore. 

It was regarded a consideration of first importance to 
estimate the probable quantity that would be required to 
constitute an abundant supply. . Abandoning all theoretic 
speculations on this subject, a reliable guide to correct re¬ 
sults, it is believed, will be found by referring to the ex¬ 
perience of cities possessing the advantages of a liberal 
supply of water, and whose location, climate and necessi¬ 
ties approximate most closely to those of Baltimore. 

The cities of Boston, New York and Philadelphia have 
been provided with water for periods of 6 years, 12 years 
and 32 years respectively, from works constructed by ’the 
municipal authorities. 

BOSTON. 

This city is supplied by a brick conduit 13 miles in 
length, terminating in a reservoir, whence the water is 



4 


carried in pipes to the city, a distance of five miles. The 
average daily consumption of water has been as follows : 

For the year . . 1850, 41.7 wine gallons for each inhabitant. 

« «««-.. 1851, 47.5 “ 

“ « “ . . 1852, 54.2 " 

« « “ . 1853, 55.1 " 

During July and August, 1850, 59.0 “ 

<< « “ 1851, 49.7 “ “ f< 

“ “ « 1852, 63.4 “ 

« « « 1853, 55.7 « 

“ May, . . 1854,71.0 « 

From a communication by the Cochituate Water Board, 
dated July 9th, 1854, the following is extracted: “It 
appears by the statement of the City Engineer that we 
are now, and for some time have been, using from eleven 
to nearly thirteen millions of gallons daily; this is an 
excess of more than three millions of gallons over the 
consumption of the corresponding period of last year, and 
is a supply of about eighty gallons to each inhabitant. 

“ The water is used for so many purposes, and in such 
a variety of ways, that it is impossible for the Water 
Board to exercise any due supervision over it, and the 
waste cannot be effectually checked by any enforcement 
of the city ordinances, or any exertion of the city officers. 

“ And the Board are forced to the conviction that the 
time is almost arrived when the only thing left to be 
done, in order to meet the danger of an absolute failure of 
supply, or the necessity of involving the city in a great 
expense for the means of maintaining it, will be to limit 
the use of water to domestic purposes only, the object 
principally had in view when it was originally introduced. 
By doing this, its use in public and other fountains, and 
for watering streets, must be at once abandoned; and also 
the supply withheld which is now afforded to steam en¬ 
gines, and for various mechanical and productive arts.” 





5 


An accompanying letter from the City Engineer suggests 
means of providing an increased supply by the use of a 
steam engine at the lake, and says : “ But this is a state of 
things that was never thought of when the works were 
first planned and executed, and if it is to continue, means 
of using the water that might he stored in Dudley, 
Shackum and Nonsuch Ponds, and perhaps other means, 
should he provided.” 

NEW YORK. 

New York is supplied with water by a stone and brick 
conduit 37 miles in length to the receiving reservoir, 
which is situated about four miles from the centre of the 
city. The official documents of the Croton Aqueduct 
Board do not exhibit the monthly consumption of water 
in New York city. The annual report for 1852 states 
that—“ The daily delivery in the city for a large portion 
^ of these two years (1851-52) has been about thirty mil¬ 
lions of gallons a day—often, in the past year, five mil¬ 
lions more drawn from the reservoirs on the Island, giving 
to each inhabitant within the water district (not more 
than 450,000) a daily supply of nearly 90* gallons.” “ If 
no systematic effort be made to circumscribe the use of 
water, eight years will bring us to the daily consumption 
of all the capacity the aqueduct can bring, and more than 
twice as much as the minimum flow of the river can 
furnish! ” 

The next annual report states: “ Notwithstanding 

every effort has been made by the department to check 
the waste of water, they have reason to believe that a 
very large proportion of the water placed at the disposal 
of the consumer is used for no valuable or practical pur¬ 
pose.” cc They, therefore, on a change of the ordinance 
in relation to the use of street washers, &c., published the 
amendment in every daily paper in the city; issued over 

* Imperial gallons, equal to 108 wine gallons. 


6 


seventy thousand copies of the regulations, and after 
waiting a sufficient time for every person to become ac¬ 
quainted with the alteration, commenced enforcing the 
law in a stringent manner. The amount paid into the 
city treasury for fines collected for violation of the ordi¬ 
nance relative to the use of Croton water for street wash¬ 
ing, &c., during the year, is $3,735. ' It does not appear, 
from the Report, that the adoption of these “ systematic 
efforts” effected any important reduction in the consump¬ 
tion of water, and it is therefore to he inferred, that within 
eight years not only must large expenditures he incurred 
in the construction of storing reservoirs to increase the 
supply, hut, as in Boston, additional capacity of conduit 
must he provided for its conveyance. 

With the utmost rigor in executing laws to prevent the 
waste of water in Boston and New York, the consumption 
for a considerable portion of the year amounts daily to 80 
gallons for each inhabitant in the first named city, and to 
108 gallons in the latter. These amounts, whether re- • 
quired for legitimate use or not, being what the citizens 
choose to consume, notwithstanding the enforcement of 
ordinances and imposition of penalties to prevent waste, 
attention has very properly been directed to the necessity 
of providing, at those rates, for an increased population. 

PHILADELPHIA. 

The supply to Philadelphia is obtained from the 
Schuylkill river by pumping. The average daily con¬ 
sumption of water for each inhabitant has been as follows : 

For the year 1850, 31.0 wine gallons. 

" “ . 1851, 37.1 “ 

“ “ 1852, 37.3 “ " 

“ 4< . . 1853, 40.7 “ 

For July and August, 1850, 39.0 “ <f 

“ “ “ 1851, 47.1 “ 

“ “ “ 1852, 42.9 " 

“ “ “ 1853, 50 3 “ 

‘ f " tc 1854, 54.8 “ “ 


7 


The diminished rate of consumption in this city, com¬ 
pared with that of New York and Boston, is attributed to 
the fact, that Philadelphia has principally a surface drain¬ 
age, while in those cities there are sewers in nearly all the 
streets, with which private drains connect in such a man¬ 
ner as greatly to facilitate the use of water for various le¬ 
gitimate purposes, and to prevent detection in its exces¬ 
sive use or waste. 

It will hp seen by reference to the reports of the water¬ 
ing committee of Philadelphia, that the average daily con¬ 
sumption of water during 1853, for each inhabitant of the 
districts accommodated, exceeded that of 1850, by about 
31 per cent. The cause of this increased consumption is 
obviously owing to the fact, that although, during those 
three years, the increase in the number of dwellings, ta¬ 
king water, was but 24 per cent., the increase in the num¬ 
ber of baths was 42 per cent.; in street washers 87 per 
cent.; in water closets 130 per cent.; and in basins 430 
per cent.; exclusive of hotels, stores and public buildings. 
As these reports also show, that of the entire number of 
dwelling houses in which water is introduced, more than 
three-fourths are without any of the above named fixtures, 
it may be assumed that the average consumption, for each 
inhabitant, will continue to increase, until a large propor¬ 
tion of houses taking water shall be supplied with these 
apparatus, which contribute to the preservation of health, 
and largely to domestic convenience. 

Baltimore, having, like Philadelphia, a surface drainage, 
the experience of that city is regarded as a more reliable 
guide than that of Boston or New York, to determine the 
quantity which would constitute an abundant supply. 

Assuming that the ultimate use of the water fixtures 
referred to, will effect an increase in the average daily 
consumption of water for each inhabitant in Philadelphia, 
equal that which obtained during the period of three years 
preceding 1853, there results the amount of 53^ gallons. 


8 


This will be taken as the average daily quantity of water 
required for each inhabitant of the city of Baltimore to 
constitute an abundant supply. 

The discharge into the streets of this large quantity 
will promote their cleanliness, and by consequence, the 
general health of the city. That it will not, however, be 
so great as to become a source of annoyance, must be ap¬ 
parent from the following considerations. 

The average annual rain fall in Baltimore, as stated to 
me by L. Blodgett, Esq, Meteorologist of the Smithsonian 
Institute, is 42| inches. The area of the settled portion 
of Baltimore being 96 millions sq. ft.; there falls annually 
as rain and snow, the amount of 2543 millions of gallons of 
water, which is equal to 39 gallons daily for each inhabi¬ 
tant. The effect therefore of introducing a supply of wa¬ 
ter into the city of Baltimore, at the proposed rate for 
each inhabitant, will be. to increase by 137 per cent, the 
discharge through the streets. 

When it is remembered that this increase will be near¬ 
ly uniformly divided through sixteen hours of the day, 
and that the rain is periodical, frequently amounting 
during 24 hours to 1000 gallons per day to each inhabi¬ 
tant, all apprehension of obstructions in the streets from 
the flow of water through them, will be removed. 

Present and probable future Population of Baltimore : 

The Population of Baltimore in 1830 was 80,620 
" " " 1840 <f 102,213 

“ “ ff 1850 " 169,054 

The ratio of increase of the first decade was 27 per cent, 
and of the second 65 per cent. In estimating the future 
growth of Baltimore, with a view of providing for an 
abundant supply of water, it would not be judicious to as¬ 
sume any less rate of increase than that of the decade ter¬ 
minating in 1850. The growth of population during that 
period, resulted from the normal development of the city’s 


9 


resources and enterprise, without any especial stimulus 
for rapid advancement. 

Judging from the experience of New York and Boston, 
since the completion of their direct avenues to the West, 
an impetus may be expected to the growth of this city, 
upon the opening of her Northern and Western lines of 
Rail Roads, fully adequate to maintain that rate of in¬ 
crease for one generation at least. The population of Bal¬ 
timore it is assumed, in 1857 when an abundant supply 
of water can be introduced, will be 

245,000, requiring 13,107,500 gallons. 

In 1860, 279,000 “ 14,926,500 

" 1870, 460,000 " 24,610,000 

“ 1880, 760,000 “ 40,660,000 

EXAMINATIONS FOR SUPPLY. 

Having in view the procuring of 13,000,000 gallons 
of water daily, upon completion of the works, and of 
41,000,000 gallons daily at a subsequent period, the Pa- 
tapsco River, the G-reat Falls of the Gunpowder, and Jones' 
Falls, were the only streams in the vicinity of Baltimore, 
that invited examination. Advantage was taken of a pe¬ 
riod of extreme drought to determine .the flow of these 
streams, the greatest care being observed to arrive at cor¬ 
rect results. 

The following tables exhibit the rain fall at Fort 
McHenry, and at the residence of Dr. Edmondson, in Balt¬ 
imore city. 


2 


TABLE 


Of the total guantity of Rain and Snow which fell at Fort McHenry, in each month of the years named, as 

kept by Dr. H. A. Stinnecke and Dr. Wood, in inches and hundredths. 

Average 

for 

each mo. 

oococooiooot^ooio 
>q lO o Ol i-. OO H 1C CO 

oioicococococococo'coco’co 

CO 

*o 

00 

rH 

OOOOOOOOOOOO 

r-1 co c-i co ‘ co ^ oi co oi 

36.00 

1852 

OOOOOOOOOOOO 

cico‘coi>r-H(M‘id^c4c<ii>o 

51.50 

1851 

OOOOOOOOOOOO 

NOJONCOINlMCOVqCpqiO 

>—i oi *o ^ --4 co o oi *o >-4 

38.30 

1850 

GOCOOIOOOOOOOOOO 

iQI'OrtOOH^bncoi' 

coci>ocbcor4co^T4co'^^4 

or 6^ 

1849 

(MiOCOt-GOOOlOOL'OTt* 

qHtoooiHiooioacio^ 
i-H r-t CO O ' T f r ~~^ a 01 r ”' O Tf* 

8908 

1848 

COt-O^OTfiOl^f'tfOTFO 

»OCit>.QqC5Ol^C]CO00'>fiH 

r4doi6oi^Tfccr4r4(4co 

o 

CT> 

GO 

Ol 

00 

r— 1 

(MC 100 H co *-i i> lO 00 ''tf GO 

ClTlJCO^ CO *0 o »o CO *q CO 

oi co oi o co oi oi *6 co oi oi 


1846 

COIM^OO^CDOOf'Ot'O 

GOCO»OCOb;i>CD(NrHCOHrH 

Ol>-4c6oildr4ot>Or-ii>oi 

28.39 42.95 

1 

1845 

OC5CO©COOONHM(MCO 

^ iq t- tj; co 05 oi i> io l> <M 
cicor4r4c4ci*-4c4'-4cOf-4co 

1844 

‘OiOOOOOiONOOLOO 
OtTOIODOOCOi—IIO^TGOIO 

cor-4co’>-4'^c4c4c6' , ^'^r-ico 

36.59 

1 

1843 

OOOOIOOOWOUOIMO 

(0(MCDCiOC)COOOOO(MO 

<-4oicooicoo»oi>oco^co 

H 

49.76 

1842 

0 10 000*00)00 

C'icoc4Tr--4cico^i-4 


1841 

010100*01010000100 
— , '^ < 0 >iql>cqcoocqoocoio 
Oi-4ioTrci'<i’i-4Tfcic4coio 

44.40 

1840 

ooioooo*oiooo*o»o 

CO t-- i> CO Oi r— ( GO CO GO *0 f-i OI 

oi oi oi ^ co no r-i oi oi oi cd 

37.95 

1839 

OOJJ>i>0<M*OC«l>t^iOiO 

iO(OCOq*OHT}|Hqqt'io 

cocoo'o^Tfiocqi-HrHcicb 

39.59 

i 

1838 

10N1>1^1010^1010J>010 
ph coiq qd ci n o q q o b; 
oi oi -<4 oi ^ Tji <-4 o' Tji co oi <-4 

35.25 

1837 

0‘OMMiOl'0(NOW5(NO 
Hr 'COr—iC^GOCqi-jCqi-HCqo 

(MCOCOOi-'T'^^iOCOCOCOC-i 

45.15 

1836 

0*0 10 010*0 01 
oq^qqoDi^ 
o> ci co *o ^ tT CO 


January 

Febr’y 

March 

April 

May 

June 

July 

August 

Sept’r 

October 

Nov’r 

Dec’r 

Total 

















































11 


TABLE 


Of the Rain-fall in Baltimore, from January ls£ to Septem¬ 
ber ls£ ? 1854, as kept by Dr. Edmondson, at his residence, 
Haerlem , Baltimore , in inches and hundredths. 


January 

12th, 

1.31 

April 

14th, 

0.94 

July 

5th, 

0.34 

CC 

17th, 

0.43 

“ 17 

to 23d, 

2.10 

CC 

25 th, 

1.47 

cc 

20th, 

0.57 

“ 25 to 30th, 

0.45 

CC 

29th, 

0.15 

CC 

21st, 

0.32 







CC 

27th, 

0.35 

Total 








> 

3.49 

Total, 


1.96 

Total, 


2.98 










May 3d 

& 4th, 

0.45 

August 

1st, 

0.45 




C 4 

10th, 

0.48 


7th, 

0.37 

Feb. 3, 7 

and 8, 

1.36 

CC 

14th, 

0.04 

“ 27th, 

28th, 

0.65 

“ 15th & 20th, 

1.64 

“ 17, 

19, 21, 

1.13 




“ 25th & 26th. 

2.71 

sc 

24th, 

0.75 

Total, 


1.47 




Si 

26th, 

1.25 





ts 

30 th, 

1.53 




Total, 


5.71 










Total, 

) 

5.63 




March 

8th, 

0.19 







(( 

9th, 

0.37 







u 

11th, 

0.45 

June 

8th, 

0.34 




St 

16th, 

0.06 

CC 

11th, 

0.57 




“ 22d 

., 23d, 

0.57 

(C 

15th, 

0.26 




• C 

30th, 

0.48 

CC 

21st, 

0.27 







iC 

23d, 

0.35 




Total, 


2.12 










Total. 

> • * 

1.79 





% 



























12 


TABLE 

Of the total quantity of Rain and Snoiv which has fallen in 
« Baltimore , in each month of the years named, as kept by 
Dr. Edmondson, at his residence , in inches and hundredths. 


Months. 

1846 

1847 

1848 

1849 

1850 

1851 

1852 

1853 

1854 

January 

4.04 

3.75 

1.84 

1.12 

5.21 

1.12 

2.87 

1.79 

2.98 

February 

4.75 

3.81 

0.87 

0.98 

3.35 

3.64 

3.54 

3.78 

5.71 

March 

3.63 

2.47 

2.90. 

4.36 

4.40 

5.11 

3.18 

2.22 

2.12 

April 

3.55 

0.49 

1.25 

1.25 

3.81 

5.47 

7.05 

3.76 

3.49 

May 

8.03 

1.18 

3.25 

4.46 

6.45 

5.11 

3.77 

5.45 

5.63 

June 

6.24 

4.23 

3.97 

1.95 

1.31 

0.74 

4.78 

0.75 

1.79 

July 

5.93 

5.14 

7.61 

3.00 

7.03 

3.11 

7.11 

3.55 

1.96 

August 

10.98 

5.06 

4.18 

2.07 

4.59 

2.41 

8.83 

3.47 

1.47 

September 

0.55 

6.43 

2.26 

1.50 

7.17 

1.43 

0.75 

4.09 


October 

3.62 

5.59 

1.70 

6.99 

2.63 

2.19 

1.85 

4.08 


November 

8.31 

2.62 

2.18 

1.26 

2.40 

4.69 

7.24 

2.02 


December 

3.11 

3.46 

4.90 

6.28 

2.09 

1.39 

4.44 

1.19 


Total 

62.74 

44.23 

37.01 

35.22 

50.44 

36.41 

55.38 

36.15 



From these tables it will be seen that the rain fall du¬ 
ring the months of June, July and August, of this year, 
is but 59 per cent, of the average rain fall for those 
months, according to Dr. Edmondson's record, and but 52 
per cent, according to the record kept at Fort McHenry. 

Manufacturers using the power of these streams, agree 
in representing, that they have never known the water to 
be lower than it has been during the present season.— 
Their statements are confirmed, for a period of 18 years, 
by the records of rain fall, and it is believed that they 
may be received as applicable to a term of not less than 
thirty years. The gaugings therefore indicate the flow of 
the respective streams during a drought of unexampled 
severity. 


















13 


THE PATAPSCO. 

Owing to the numerous mills on this stream above 
Ilchester, the flow of water was extremely irregular from 
Monday morning to Saturday night. Measurements, 
therefore, have been made on Sunday evening; and, in 
addition, for the purpose of verification, observations were 
made hourly, day and night, for 72 consecutive hours. 

The calculation of quantities was based on the elements 
of surface velocity, and sectional area of the current. At 
the locality selected for gauging, the stream, for a length 
of 190 feet, presents a bed of coarse gravel, and is, longi¬ 
tudinally, of nearly uniform depth. The floats used to 
ascertain velocities were circular disks of wood, six inches 
in diameter and one inch in thickness, having the same 
specific gravity as water. 

The formula used was that of M. De Prohy V = 
v (v+7-78188) 

- V being the mean sectional velocity, and v 

v+10.34508 

the greatest velocity at the surface. 

On Sunday, August 6th, the flow was at the rate of 
71,593,632 wine gallons per 24 hours. 

On Sunday August 13th, the flow was at the rate of 
69,569,280 wine gallons per 24 hours. From 4 P. M., 
August 24th, to 4 P. M., August 27th, during which 
time hourly observations were taken, the mean flow was 
74,589,417 gallons for 24 hours. 

To introduce water from the Patapsco, the best plan, it 
is believed, will he to erect a dam about three-fourths of a 
mile below Ilchester, and thence to convey the water in a 
race, or open canal, on the right hank of the river, to a 
point opposite to the Avalon works, where the fall to tide 
would he 65 feet. By availing of this entire fall as a pow¬ 
er to operate pumps, a portion of the water will he forced 
100 feet in height to a receiving Reservoir 2,600 feet 
distant. 



14 


Under so great a head, the Jonval Turbine will give 
better results than any other form of water wheel. These 
wheels are being rapidly introduced under guarantee 
from builders, that they will yield 75 per cent, of the pow¬ 
er expended. Estimating it at this rate, and that the 
friction of machinery and pumps, and the leakage will 
absorb 20 per cent, of the power applied, the following 
calculation is made of the useful effect of the Patapsco : 

q 3 X 1 

using Hawksley’s formula for friction in pipes P=- 

140d 5 

To raise 10,000,000 gallons 100 feet high, in twenty- 
four hours, through one 36 inch pipe 2,600 feet long, 
P = horse power; g = gallons per second == 116; 1 — 
2,600 feet = 31,200 inches; d = 36 inches. 


Nett power required 
Friction in pipes 


10,000,000 X100 x8£ 

33,000x24x60 
(1163 )x31,200 

140(36)5 


175.36 horse power. 
5.75 

_ it te 

181.11 

226.39 
302.85 “ 

26,568,939 gallons. 


For friction of machinery, pumps and 

wastage, add.i = 

For loss of effect of Turbine, add . £ = 

302.85x33,000x24x60 

Power required --- 

8£X65 


With a daily flow therefore of 36,568,939 gallons, the 
Patapsco will raise 10,000,000 gallons to the receiving res¬ 
ervoir, the proportion of the flow to the amouut pumped, 
being as 1 to 3.65. 

The average flow according to the gaugings was 
72,986,233 galls, which, divided by 3.65, gives 19,996,228 
as the capacity of the stream during that period. To 
pump 41,000,000 gallons daily to the receiving Reservoir, 
will require a flow of 149,600,000 gallons, and to provide 
that amount daily, during a drought similar to the pres¬ 
ent, which has continued for 75 days, will require, either 
storage Capacity of 1575 millions of gallons, equal to an 






15 


area of 321 acres with a depth of 15 feet, or the erection 
of a steam engine and pumps at the Patapsco, of adequate 
power to supply the daily deficiency between the quantity 
required for use in the city, and the quantity supplied by 
the conduit, added to such amount from the Reservoirs as 
their size may he able to provide. 

The estimate of the cost of works for the introduction of 
water from this stream, is submitted in detail in Appen¬ 
dix A. 

The general plan may be thus described: 

It is proposed to erect a dam in the Patapsco river at a 
very favorable locality for this purpose, about 4000 feet 
below Ilchester. A lake will he formed thereby extending 
to the tail-race of the lowest mill at that place, and hav¬ 
ing an area of 21 acres. To prevent the growth of aquatic 
plants, it is proposed to excavate the shores of the lake 
so as to secure a depth of water of not less than 4 feet 
throughout the surface. The dam to he built of solid 
stone masonary, laid in cement for a length of 150 feet, 
which would form the weir for the discharge of floods, or 
other surplus water. From both ends of the masonry an 
embankment, faced with heavy dry walls of stone, to ex¬ 
tend to the banks of the stream. Upon the right bank it 
is proposed to construct an open canal or race for a length 
of 13,000 feet, the upper terminus being in a Grate House 
opening into the lake, and the lower in a similar Gate 
House, from which the pumps will be supplied. Both of 
these houses are to be provided with double sets of com¬ 
position metal gates to control the supply of water. From 
the lower gate house, Iron Mains will lead to the Turbine 
placed near the foot of the hill, and covered by a building 
within which will be placed all the machinery and pumps 

From the Pump House, it will be necessary to excavate 
a tail-race 2500 feet long to connect with tide water. 

The ascending mains from the pumps, to pass under 
the bed of the Patapsco river, and thence up the left hank 


16 


for an entire distance of 2600 feet to the first receiving 
Eeservoir. This will he formed by erecting a dam of 
earth and slope wall .30 feet high, across a ravine, and 
will have an area of l u 1-10 acres. Excavations around 
the shore, as at the lake, will he made and the material 
he placed to form a berm to exclude surface drainage from 
the Reservoir. 

Reservoir No. 1 will be connected to Reservoir No. 2 by 
an open rock cut, and a rock tunnel each 1000 feet long. 
From Reservoir No. 2 to Reservoir No*3, will be an open 
canal 400 feet in length. These reservoirs have an uni¬ 
ted area of 3 6-10 acres ; are all located in ravines, and 
will be formed in the same general manner. They will be 
provided with waste pipes, and gate arrangements so as 
to draw off the water from one reservoir without effecting 
the others. 

On the eastern side of Reservoir No. 3, will be located 
a G-ate House, from which is to lead the conduit of brick 
masonry. This conduit will be 4.214 miles in length, of 
on oval form, and will have a capacity and descent to dis¬ 
charge 40,000,000 gallons every 24 hours, when 4-5 full. 
The terminus of the conduit will be in a Gate House open¬ 
ing into the valley of Maidens’ Choice Branch, a portion 
of which is to form distributing reservoir No. 1, the sur¬ 
face of water when full, to be 153 feet above tide. 

Distributing Reservoir No. 2, is located in the same val¬ 
ley, and immediately adjoining No. 1, with the surface of 
water 30 feet lower. These two reservoirs will have an 
area of 41 acres, and will contain to a depth of 15 feet, 
176,005,650 gallons of water. 

To supply the higher portions of the city, a third Res¬ 
ervoir is located on high ground near the residence of 
Mrs. Comegys, to which water will be forced 100 feet in 
height by the fall of so much water as may be necessary 
for the purpose, from the first to the second reservoir. 
From these three reservoirs, iron mains will lead to the 


17 


city; two of 36 inches in diameter from the lower Reser¬ 
voir, and one of 16 inches from Reservoir No. 3. The length 
of the former to the city limits will be 10,000 feet, 
and under a head of 20 feet, they will be capable of dis¬ 
charging 21,062,458 gallons in 24 hours. The smallest 
main will be 8,300 feet in length, to the city limits, and 
under a head of 20 feet, will be capable of discharging 
2,382,626 gallons every 24 hours. 

This arrangement of reservoirs and mains, will enable 
all parts of the city to be supplied. 

The larger mains will deliver water under sufficient 
head for that part below a line, 110 feet above tide, and 
the remainder, containing at present a population of about 
20,000, requiring 1,070,000 gallons daily, will be supplied 
from the highest reservoir. 

The estimate of the cost of work on the above described 
plan provides for the construction of Turbines and Pumps 
at the Patapsco, adequate to raise 16,000,000 gallons t(^ 
the receiving reservoir by running 20 hours, and also for a 
Turbine and pumps at the distributing reservoir of capac¬ 
ity to raise 4,800,000 gallons in 20 hours, to the height of 
100 feet. There is also added a sum as capital, the inter¬ 
est of which, will provide for necessary repairs to the ma¬ 
chinery and also for the expense of pumping 16,000,000 
gallons daily 100 feet high at the Patapsco, and 1,200,000 
daily 100 feet high to the highest distributing reservoir. 

Estimate of the Cost of introducing Sixteen Millions of 
Gallons of Water daily from the Patapsco River hy 
pumping. Distance from the Dam to city limits , 9 tVt» 
miles. 


Patapsco Lake,.$24,700 

Dam and Gate House, ------ 85,850 

Canal to Pumps, - - - - - - - 322,550 

Gate House, Pump House and Tail Race, - - 83,490 

Receiving Reservoirs and Connections, - 91,322 

Conduit,. 332,271 

Distributing Reservoirs, - 237,194 

Pumping Machinery and <f Capital,” - - - 292,305 


3 


$1,469,682 




18 


1,469,682 

146,968 


Amount brought forward. 

Add ten per cent, for contingencies, 

$1,616,650 

Pipes and Mains to the City, ----- 577,050 

$2,193,700 

For Water Rights at the Patapsco, - - - 200,000 

Total Cost,.- $2,393,700 

GREAT FALLS OF GUNPOWDER. 

This stream was gauged three times daily, from the 
15th to the 26th of August, inclusive. A section of the 
stream 200 feet in length, with a bed of coarse gravel and 
small stones, and of nearly uniform depth longitudinally, 
presented a favorable opportunity for determining the 
flow. Surface velocities were obtained in the same manner 
as at the Patapsco, and the same formula was used in 


computation. 

* 

Date. 

August 15th, 


Flow in Gallons for 24 hours. 

118,919,800 

CC 

16th, 


126,690,610 

CC 

17th, 

- 

124,229,507 

CC 

18th, 

- 

124,229,507 

CC 

19 th, 

- 

117,495,826 

CC 

20th, 

- 

118,639,210 

CC 

21st, 

- 

111,563,702 

CC 

22d, 

- 

108,627,570 

CC 

23d, 

- 

111,563,702 

CC 

24th, 

- 

108,627,570 

CC 

25th, 

- 

108,627,570 

CC 

26th, 

- 

106,933,096 

Average flow for 12 

days. 

115,512,306 gallons. 


To introduce the water from this stream, two plans in¬ 
vited examination. The most obvious, and indeed that 
which from the topography of the intervening country ap¬ 
peared alone practicable, is to raise the water to a very 
considerable elevation, and thence by natural flow, to con¬ 
duct it to reservoirs near the city. The other plan is to 





19 


conduct the water by natural flow from the river, through 
a tunnel for about one half of the distance to the city, and 
for the remainder by a conduit of stone and brick mason¬ 
ry. f This scheme was originally suggested by Mr. Duvall, 
of this city, who instrumentally examined the route, and 
earnestly advocated its practicability. 

SUPPLY BY PUMPING. 

The site selected for a dam on the Gunpowder river, is 
near the mouth of Mine Bank Run, on lands of James 
Carroll, Esq., and Dr. T. 0. Risteau. The banks at this 
place are bold, and narrowly approach each other. The 
river bed as indicated by observation and soundings is 
granitic rock, presenting a foundation of the best possi¬ 
ble character for the erection of a dam. The course of the 
river at the site of the dam forms nearly a right angle ; 
this being the point of its nearest approach to the city of 
Baltimore. 

The area of the lake to be formed, will be 240 acres, and 
its surface 176 feet above mean high tide. For the first, 
two miles above the dam, the water line will principally 
follow steep side hills, rendering but little excavation 
necessary to prevent the growth of aquatic plants. 

Above this, and comprised within the distance of two 
miles, a large amount of excavation will be required for 
that purpose, and for raising public and private roads. 

The dam will be 35 feet in height above its foundation, 
and 370 feet in length on top, of which length 175 feet 
will form the weir. On the right bank of the river, and 
contiguous to the dam, a tunnel in rock, 90 ft. in length, 
will lead to the gate house. From the opposite side of 
the gate chamber, with double sets of gates intervening, 
iron mains will lead to the Turbine operating the force 
pumps. The fall will be 30 feet and the height to be ele¬ 
vated 121 feet. 


20 


Making the same allowance for loss of effect, friction, 
leakage, &c., &c., as in case of the Patapsco, the useful 
effect of the Gunpowder will he as follows : 

To raise 10,000,000 gallons 121 feet high in 24 hours, 
through one 36 inch pipe, 500 feet long. 

10,000,000 x 121 x 8^ 

Nett power required --= 

33,000x24x60 
(116)3 x 6000 

Friction in pipes, - =-- 

140(36)5 

For friction of machinery, pumps and 

wastage, add - i — 

For loss of effect of Turbine add - % — 

355.4x33,000 

Power required =- x60x24 =67,554,432 gals, in 24 h. 

8*x30 

With a daily flow, therefore, of 77,554,432 gallons, the 
amount raised to the reservoir would he 10,000,000 gal¬ 
lons, the proportion being as 1 to 7.76. 

The average flow, according to the gaugings, was 
115,512,306 galls, which divided by 7-76 gives 14,885,606 
gallons, as the capacity of the stream during that period. 
To pump 41,000,000 of gallons dailv, to the reservoir, 
will require a flow of 318,160,000 gallons ; and to provide 
that amount every 24 hours during a drought of 75 days 
duration, like the present, will require either storage for 
1957 millions of gallons, equal to an area of 399 acres, 
with a depth of 15 feet, or a steam engine and pumps at 
the Gunpowder to supply daily, the difference between 
41,000,000 gallons, and the flow of the conduit added to 
such draft from the reservoirs, as they may be enabled to 
provide. 

The estimate of the cost of works for the introduction 
of water from this stream, is submitted in detail in ap¬ 
pendix B, upon the following described plan. 

The water will be elevated to the receiving chamber by 
pumps, operated by Turbines of adequate power to raise 


212.2 horse power. 


1.1 

_ (( e< 

213.3 

266.6 “ 

355.4 “ 





21 


10,000,000 gallons every 24 hours. At this chamber will 
commence the conduit of brick masonry. This conduit 
will be oval in form, with a descent of 1.108 feet per mile, 
and capacity to discharge forty millions of gallons in 24 
hours when four-fifths full. The first section of the con¬ 
duit 10,000 feet in length, will terminate at the head of 
Mine Bank Run, in a reservoir, to be formed by construct¬ 
ing a dam across the valley. From the opposite side of 
this reservoir the second section of this conduit, 13,000 
feet in length, will extend to a similar reservoir, to be 
formed in the valley of the West Branch of Herring Run. 
The third section of conduit, 14,400 feet in length, com¬ 
mencing at the Herring Run reservoir, will terminate in 
the receiving reservoir at Cold Spring, near the York 
Turnpike. 

The surface of water in this reservoir will be 288 feet 
above high tide. 

These reservoirs will have an united area of 64^ acres, 
and an available storage of 146,164,200 gallons. The es¬ 
timate provides for the erection of pumps and machinery 
adequate to elevate 16,000,000 gallons in 20 hours and in¬ 
cludes a sum as capital, the interest of which would pay 
the annual depreciation of machinery and current expen¬ 
ses of its operation. 

By the above plan, the streams of Mine Bank and Her¬ 
ring Run, would be availed of. The flow of these was 
gauged, and found to amount to 460,000 gallons during 
24 hours. 


22 


Estimate of the Cost of introducing Sixteen Millions of 
Gallons of Water daily from the Great Falls of the Gun¬ 
powder, by pumping . Distance from the Dam to City 
limits, 10 tV* miles. 


Gunpowder Lake, - 

do. Dam, 

Gate House and Approaches, 

Conduit to Mine Bank Reservoir, 

Mine Bank Reservoir, 

Conduit to Herring Run Reservoir, 
Herring Run Reservoir, 

Conduit to Cold Spring Reservoir, 

Cold Spring Reservoir, 

Pumping Machinery and “ Capital/’ 

$89,500 

1 - - 58,955 

76,559 
126,017 
33,470 
243,638 
28,776 
200,012 
119,600 
228,500 

Add ten per cent, for contingencies, 

$1,205,027 

120,503 

Pipes and Mains to the City Limits, 

$1,325,530 

363,600 

For Water Rights, - 

$1,689,130 

225,000 

Total, - 

- $1,914,130 


Appendix C, states in detail the cost of introducing 
70,000,000 gallons daily from the Gunpowder, by natural 
flow. 

On this plan if is proposed to erect a dam and to form 
a lake in all respects as described for the project of 
pumping, with a short tunnel, gate house, and gate fix¬ 
tures as heretofore described. 

At the gate house commences the conduit of stone and 
brick masonry, the interior area of which will he 64 
square feet, and the descent 1.108 feet per mile : the dis¬ 
charge consequently for 24 hours, when the conduit is 6-7 
full, will he 70,000,000 gallons. Its length to the first 
reservoir, will he 7.8 miles. 






23 


The reservoir is located in the valley of Tiffany’s run, 
and will be made by raising the Hillen Road where it 
crosses that valley. The surface of water in the reservoir 
will he 168 feet above tide, its area 37^ acres. A second 
.reservoir located in Cold Stream run, will he connected 
with the first by a conduit 7200 feet long. The surface of 
water in this reservoir will be 137 feet above tide: its 
area 12^ acres. A third reservoir, 267 feet above tide, is 
located on top of the hill at Monte Bello, occupying the 
former site of General Smith’s house, the area of which 
will be 3 acres. 

To this reservoir, water will be elevated by pumps, ope¬ 
rated by a fall of so much water as may be necessary from 
reservoir No. 1, to reservoir No. 2. From these three res¬ 
ervoirs, iron mains will lead to the city, two of 36 inches 
diameter each, from Nos. 1 and 2, and one of 16 inches 
* diameter from reservoir No. 3. 

The length of these mains to reach city limits will be 
3950 feet, and to the centre of distribution, a point assum¬ 
ed to be at the corner of Charles and Saratoga streets, 7000 
feet further. 

Estimate of the Cost of introducing Seventy Millions of Gal¬ 
lons of Water daily, from the Great Falls of the Gunpow¬ 
der, by natural flow, through Conduit of Masonry and 
Tunnel. Distance from the Dam to City limits, 10 miles. 


Gunpowder Lake, ------ 089,500 

Dam and Gate House, ------ 91,194 

Conduit to Tunnel, ------ 186,380 

Tunnel, -------- 351,777 

Conduit to Reservoir, ------ 342,264 

Reservoirs, ------- 255,298 

Connections to Reservoirs, ----- 135,258 

Pumping Machinery and Capital, - - - 63,805 


01,515,476 

Add ten per cent, for contingencies, - - - 151,548 


01,667,024 

Pipes and Mains to the City limits, - - - 173,000 


01,840,024 

For Water Rights, ------ 225,000 


Total, 


02,065,024 






24 


AIRLINE ROUTE. 

In the progress of surveys and calculations of the two 
plans described for the introduction of water from the 
Gunpowder, a third plan suggested itself, the cost of 
which is stated in detail in Appendix D. It may he re¬ 
garded as a modification of the last described plan, and 
consists in substituting for the circuitous route of the tun¬ 
nel and conduit, an Air-Line Tunnel from the lake to the 
distributing reservoir. This tunnel will be 6f miles in 
length, and from 50 to 270 feet below the surface of the 
ground at grade, with capacity sufficient to discharge 
70,000,000 gallons in 24 hours. 


Estimate of the Cost of introducing Seventy Miltons of Gal¬ 
lons of Water daily , from the Great Falls of the Gun¬ 
powder , by natural flow through the Air-Line Tunnel. 
Distance from the Dam to City limits , 8 ids miles. 


Gunpowder Lake, ------ $89,500 

Dam and Gate House, ------ 83,825 

Tunnel, - - 823,000 

Receiving Reservoirs and Connections, - - - 358,825 

Pumping Machinery and Capital, - 63,805 


$1,418,955 

Add ten per cent, for contingencies, - - - 141,895 


$1,560,850 

Pipes and Mains to the City, ----- 173,000 


$1,733,850 

lor Water Rights,. 225,000 


Total, ------- $1,958,850 


JONES' FALLS. 

This stream was gauged near the Relay house of the 
Baltimore and Susquehanna Rail Road. For the purpose 
of measuring its flow, a flume 45 feet in length, and 25| 
in width, had been placed in the bed of the stream about 
two years ago, through which all the water continues to 
pass. On examination, however, it was found that the 
plank floor had become in part displaced, and as a more 
reliable means of measurement therefore, a weir was erect- 






25 


ed, and the stream discharged over it. The overfall was 
carefully leveled and a point established of corresponding 
elevation, five feet distant on the up-stream side, from 
which the head on the weir was ascertained. 

Measurements were made three times daily, from Aug¬ 
ust 7th, to August 26th, with two intervals of 53 hours 
and 50 hours respectively: during these intervals they 
were taken hourly. 

The length of weir was 25.58 feet, and its height 1.5 
feet. The approaching canal was quite uniform for a dis¬ 
tance of 150 feet; was 30 feet wide at the water line, and 
had a sectional area in all cases five times as great as that 
of the overfall: this varied from 2 J inches to 4§ inches 
in depth. 

With these conditions the applicable formula, as stated 
byD’Aubuisson,is Q=5.3485xco-efF.65 lHx^H: it being 
assumed that the water in the upper level “ experiences a 
retardation which destroys or remarkably lessens the ve¬ 
locity of arrival.” For greater accuracy, the velocity of 
water approaching the weir was carefully measured and 
used in the applicable formula Q =5.3485 Xco.eff .65 xlH 
V H+.03495W 2 ; Q = quantity of water discharged per 
second in cubic feet; 1 = length of weir 25.58 ft.; H = head 
of weir in feet; W = the surface velocity in feet per 
second. 

To test the accuracy of the above formula, which how¬ 
ever has been well established by the numerous experi¬ 
ments of M. Castel, Engineer of the Toulouse water works, 
a section of the overfall, six inches in width, was conduct¬ 
ed into a water tight box containing 15,002 cubic inches, 
and the time of filling carefully noted. 

The results varied but a small per centage from those 
given b/ the above formula. 


4 



26 


Table of Jones' Falls Gaugings. 


r 


Date. 

From 6 P. M. 

Date. 

To 6 P. M. 

Gallons per 
24 hours. 

Remarks. 

August 8tll 

August 9th 

9,605,088 


t c 

9th 

“ 10th 

9,192,182 


ff 

10th 

(( 

11th 

9,192,182 


ft 

11th 

C€ 

12th 

9,489,224 


11 

12tn 

‘ c 

13th 

9,966,938 

Hourly observations from 1 P. M. of 

ft 

13th 

cc 

14th 

9,048,601 

the 12th, to 6 P. M. of the 14th. 

ti 

14th 

cc 

15th 

8,947,929 


(C 

15th 

cC 

16th 

7,991,132 


ft 

16th 

CC 

17th 

8,018,918 

Hourly observations from 6 P. M. of 

ft 

17th 

c« 

18th 

8,237,417 

the 16th, to 8 P. M. of the 18th. 

ft 

18th 

cc 

19th 

7,991,132 


tt 

19th 

cc 

20th 

6,886,884 


tt 

20th 

cc 

21st 

7,767,006 


ff 

21st 

cc 

22d 

7,237,152 


tt 

22d 

cc 

23d 

7,327,152 


ff 

23d 

cc 

24th 

8,669,544 


ff 

24th 

cc 

25th 

8,215,168 


tt 

25th 

cc 

26th 

6,886,884 


ft 

26th 

cc 

27th 

6,886,884 



The average flow of the stream for the time it was 
gauged, was 8,297, 238 gallons during 24 hours. 

To supply 13,000,000 gallons daily from this source 
would require, during a drought like the present of 75 
days continuance, a storage capacity for 352 millions of 
gallons, or a reservoir area of 72 acres, 15 feet deep. In 
1860, there would he required reservoir area of 102 acres ; 
in 1870, 250 acres, and in 1880, 494 acres. Upon this 
area the average daily evaporation would he 1,500,000 
gallons, or over one fourth the present flow of that 
stream. * 

No practicable method of securing this amount of stor¬ 
age could he seen, having reference to security and reas¬ 
onable cost; and were this attainable, the gaugings of Mr. 
Slade indicate, that by absorbing the entire flffv of the 
stream, the amount that could be supplied daily, would be 
insufficient for the requirements of the city in 1880. 

*The flow of Jones’ Tails was measured half hourly for 32 hours from 9 
A. M., September 8th, to 5 P. M., September 9th, and amounted to 7,309,440 
gallons, equal to 5,482,080 gallons for 24 hours. 











27 


Regarding this stream therefore as wholly inadequate 
to furnish an abundant supply of water to the city of 
Baltimore, it was deemed unnecessary to present estimates 
of the cost of introduction. 

The distance from the city limits to a point on the 
stream, where by natural flow the water could he delivered 
in the city with sufficient elevation, is 5^ miles ; and the 
intervening country is of not less expensive character for 
the construction of a conduit, than that of any other sur¬ 
veyed route for a corresponding distance. 


Recapitulation of the Several Lines. 


Source. 

Manner of Supply. 

Distance from 
Dam to City 
Limits. 

4 Total Cost to 
City Limits. 

No.of Gallons 
Supplied per 
24 hours. 

Patapsco 

Pumping. 

9 T y o Miles. 

$2,393,700 

16,000,000 

Gunpowder 

Ditto. 

lOfVo “ 

1,914,130 

16,000,000 

<( 

Natural Flow by 
Conduit and Tunnel, 
Natural Flow by 
Air-Line Tunnel, 

10. “ 

2,065,024 

70,000,000 

K 

Jo 

So 

00 

1,958,850 

70,000,000 


By the above table, it is shewn that the cost of procur¬ 
ing seventy millions of gallons of water from the Great 
Falls of the Gunpowder on the air-line route, exceeds by 
a small sum only, the cost of procuring less than one fourth 
of that quantity from the same source by pumping, and 
is considerably less than the cost of procuring 16 millions 
of gallons from the Patapsco river. In view of these facts 
and in compliance with my instructions, I recommend as 
the best plan of introducing an abundant supply of good 
and wholesome water into the city of Baltimore, that 
which is herein described as the Air-Line Route from the 
Great Falls of the Gunpowder. 

Certainty of supply should he regarded of the highest 
importance in the consideration of any project for the in¬ 
troduction of water into a large city. Where this is made 












28 


dependent upon the operation of pumps, which are ever 
liable to derangement, and in addition, from their neces¬ 
sary position, are exposed to injury by floods, the highest 
skill and most faithful vigilance may fail to avert disas¬ 
trous consequences. 

The plan herein recommended possesses the elements 
of certainty of supply to an eminent degree:—without 
the interposition of machinery of any kind, the water 
is diverted from the lake, and by its own gravity, flows to 
the city. 

Great importance is attached to the absolute security 
which a tunnel through gneiss rock presents for the pur¬ 
pose of a conduit. All constructions of masonry, however 
carefully planned and faithfully executed, are exposed to 
accident, if not to decay, and when the supply of water to 
a great city is imperilled, they require most vigilant at¬ 
tention. The constant supervision of proper officers to de¬ 
tect and guard against sources of danger to the work has 
hitherto been found indispensable upon lines of conduit 
where no expense was spared to attain security. The 
gradual wearing away of banks by rains, or sudden injury 
from floods, the stoppage of culverts and encroachments 
by adjoining property holders, require the services of in¬ 
telligent and faithful men to avert injuries of the most 
serious character. 

Upon completion of the Croton Water Works, J. B. 
Jervis, Esq., chief engineer, addressed a communication to 
the water commissioners, from which the following is ex¬ 
tracted : 

“ The great duty in taking care of the Aqueduct here¬ 
after, will consist in a vigilant and intelligent watchful¬ 
ness, by which small repairs made in the proper time, 
will most probably save it from expensive ones, that will 
be necessary if the work is allowed to become weak by 
the gradual process of deterioration that must inevitably 
follow protracted neglect. The expense of repairs, howev- 


29 


er, is the least evil to be apprehended. Any disaster that 
should suspend the supply of water, on which half a mil¬ 
lion of people depend, would he, not an inconvenience 
merely, hut a serious calamity; and I regard it an impe¬ 
rious duty to urge, in the most earnest manner, the impor¬ 
tance of the most vigilant attention, even while no general 
appearance of danger would he seen by an ordinary ob¬ 
server.” 

Upon the plan recommended, other portions of the work 
are scarcely less exempt from danger than the tunnel con¬ 
duit. With a rock foundation, the highest degree of se¬ 
curity is attainable for the construction of a dam, and the 
two main distributing reservoirs, being in natural basins, 
are protected from risks to which artificial constructions 
for these purposes are exposed. 

The length of time required for the execution of the 
proposed plan will be about years. With the excep¬ 
tion of the tunnel, all the work conld he finished within 
eighteen months; it would therefore he consistent with 
a vigorous prosecution of the plan to confine the ex¬ 
penditures, for the first twelve months, to the tunnel. 
When this shall have advanced to such a stage that its 
completion within eighteen months can he confidently 
relied on, it would then he proper to commence the con¬ 
struction of the dam and reservoirs. Under this system, 
the expenditures for the first year, on the construction 
account, would amount to $180,000. 




30 


Table showing the quantities of Foreign Matter in the Wa¬ 
ters used at Boston , New York and Philadelphia ; also in 
the Water of the Great Falls of the Gunpowder , as per 


analysis of Prof Stewart. 




Solid residue in 

one Gallon. 

Cochituafe Lake at depth of 62 feet. 

3.37 

grains. 

do. do. surface water, 

1.85 

cc 

Croton, - 

- 10.93 

t( 

Schuylkill, 

5.50 

it 

Gunpowder Falls, 

4.41 

tc 


By the above table it is evident that the proposed source 
of supply for Baltimore will afford “ good and wholesome 
water.” 


OF AN INCREASED SUPPLY. 

The estimate of the probable, amount of water that 
would be required to constitute an abundant supply for 
the city of Baltimore, at 53£ gallons daily to each inhabi¬ 
tant, was made with reference only to its domestic use and 
for the extinguishment of fires, and it was not intended 
to imply that a much larger quantity would not prove 
highly advantageous for sanitary and other purposes. 

It is the universal experience of cities in this country 
that, in projecting works for the supply of water, estimates 
of the quantity which would be required, altho’ made in 
the most liberal spirit and based on experience in relation 
to the use of water in other cities, have subsequently been 
found greatly in error. The superintendant of the Detroit 
Water Works, after having visited ten of the largest ci¬ 
ties in the Union, with the view of examining their sys¬ 
tems for the supply of water, in a communication to the 
water commissioners, dated December 31st, 1853, speaking 
of the deficiency in that city, states : “We have not been 
alone in this experience, for every city in this country, 
where water works are established, has learned the same. 
Men of strong foresight, have failed to estimate their pro¬ 
gress, and while visiting the most important works of the 


31 


country during the past season, the lesson was fully 
taught. The advice constantly given by persons who have 
grown up with these different projects, was, to “be sure 
and build large enough, you will find it difficult to over 
estimate.” 

Notwithstanding, therefore, that in procuring a supply 
of water for the city of Baltimore, amounting to 70 mil¬ 
lions of gallons daily, there is good reason to believe that 
ample provision has been made for a long period of the 
future, in view of the above facts, it is deemed advisable 
to submit approximate estimates of the cost of introducing 
a much greater quantity from the same source. Should 
it appear that the excess beyond the amount required for 
domestic use, and for the extinguishment of fires, could 
be made available for other purposes of adequate import- 
ence, to warrant the increased expenditure of its introduc¬ 
tion, the subject becomes worthy of careful consideration. 

Complaints of the waste of water, except during freez¬ 
ing weather, are only made in connection with inadequa¬ 
cy of supply, and would not he heard of were this unlimi¬ 
ted It is only when there becomes # probability that 
some directly useful purpose cannot he fulfilled, that com¬ 
plaints arise of its waste. This has been the experience 
of Boston and New York, in which the use of water has 
been confined to domestic purposes, for the extinguishment 
of fires, for shipping and for steam engines, altho' it was 
originally contemplated, that besides these, the supply 
would he adequate to provide for public and private 
fountains. 

Public attention has not been directed in this country 
to the various uses to which water might he applied in ci¬ 
ties from the failure of existing works to supply those 
which are obvious. With diminished cost, the consump¬ 
tion has largely increased, but in none of our large 
cities has water been availed of, to any considerable extent, 
for purposes exclusively sanitary, ornamental, or as a pow¬ 
er to propel machinery. 


32 


That its periodical use, in profuse quantities, upon the 
streets would promote health, needs no other confirmation 
than is afforded by their improved condition after a heavy 
shower; nor is it less doubtful, but that by the construction 
of numerous public fountains to gratify the eye, a sub¬ 
stantial contribution to the prosperty of the city would 
ensue from the attractions they would present to strangers. 

The elevation of the highest reservoir by the plan pro¬ 
posed for supplying the city with water, admits, at an ex¬ 
pense wholly inconsiderable, of the construction of a foun¬ 
tain rivalling that at Cassel, in Germany, which is the 
most remarkable in the 1 world. This fountain would be¬ 
come an object of exceeding interest, in comparison with 
which, the fountains in our larger cities would seem insig¬ 
nificant. 

As a power to propel machinery, water possesses many 
advantages over steam, and if it could be furnished in ci¬ 
ties at a cost which would warrant its application for this 
purpose, there is no doubt but that it would be largely 
substituted as a motor. 

In 1824, Mr. ffhom, a distinguished Scotch engineer, 
completed the Water Works for the city of Greenock, in 
Scotland, which, after furnishing an abundant supply of 
water to the city, afforded a surplus of twenty-two millions 
of gallons, for manufacturing purposes. The number of 
operatives employed in the factories amounts to 7,000, 
and their wages to £300.000 per annum. 

Water pressure engines were first introduced into Eng¬ 
land in 1765, a period anterior to the successful use of 
steam engines. The improvements of Bolton and Watt 
in the latter superceded the use of water engines to a 
great degree, but within the last 25 years they have again 
come into use. 

A water engine of 200 horse power was constructed in 
the year 1824 by Brendal for draining the Mcerdgrube 
Mine, at Freiburg in Saxony, which works under 360 feet 


33 


head, and yields 70 per cent, of the power expended. At 
the Altdorf Mines, in Derbyshire, six water pressure en¬ 
gines have been erected, one of 180 horse power, the ex¬ 
pense for repairing which, for twelve years, has been £12. 

In London, many mechanics, requiring hut little power 
use small pressure engines, which are supplied with water 
at the rate of 4d. per, 1000 gallons, by companies who 
elevate the water by steam power. 

There are but few water pressure engines in the cities 
of this country, owing, as has been stated, to the inade¬ 
quacy of supply. 

The “ Boston Evening Traveller” is printed by water 
power, the supply being taken from a six inch street main, 
under a head of 100 feet. It is a large class paper, issues 
14,000 copies daily, and requires about 3 horse power to 
print it. The power is obtained from Huse’s Water Meter, 
an instrument designed to measure water only, but which 
is not less successful as an engine for the transmission of 
power. The whole space occupied by it is less than 15 
cubic feet. 

At the price of one cent per 100 gallons for water, the 
proprietor informed me that the expense was about twice 
as great as that of steam. This instrument cost $450, and 
notwithstanding its daily use, had been taken apart but 
three times in eleven months. 

Although pressure engines, under favorable circum¬ 
stances of cost of water, are well adapted for the heaviest 
operations in machinery, yet their great superiority over 
steam is more manifest where power is required in small 
quantities, and at irregular intervals. The ease with 
which such machines may be managed, their perfect safety 
and constant readiness for action, render them eminently 
suitable for loading and unloading vessels, hoisting goods 
into warehouses, and purposes of like nature. 

Reference is made to Appendix E for the expression of 
opinion by some of the most intelligent citizens of Balti- 
5 


34 


more relative to the use of water as a power, and for 
various manufacturing and mechanical purposes. 

COST OF INCREASED SUPPLY. 

It is proposed to raise the dam at the Gunpowder lake 
to a height of 186 feet above tide, being ten feet higher 
than heretofore contemplated. The lake formed thereby 
will cover 400 acres, and, to a depth of ten feet, will con¬ 
tain 1200 million gallons of water. A gate house of en¬ 
larged dimensions will he required, and a tunnel having 
an area of 160 square feet. These comprise all the modi¬ 
fications requiste for a supply of 140 millions gallons of 
water daily to the Reservoirs. The least flow[of the Gun¬ 
powder during the present drought has been 106 millions, 
and it is believed that the average flow during this period 
has been at least 124 millions of gallons daily. The stor¬ 
age in the lake, as above stated, will amount to 1200 mil¬ 
lions of gallons, being a provision for a draft of 16 millions 
of gallons daily during a drought of 75 days continuance. 
This, added to the flow, makes 140 millions of gallons per 
day which may he relied upon during the most extreme 
cases of drought. 

Estimate. 


Lake, ------- $144,000 

Dam, ------ 80,000 

Gate House, ------ 40,000 

Tunnel, - - _ - - - 1,165,800 

Reservoirs and connections, - 393,000 


1,822,800 

Add ten per cent for Contingencies, - - . 182,280 


Cost to deliver 140,000,000 of gallon* at the Reservoirs, 2,005,080 
Cost to deliver 70,000,000 do. do. - 1,491,165 


Increased cost, exclusive of increased cost of water rights, $513,915 





35 


In prosecuting the examinations necessary to he made 
under my instructions, much assistance has been afforded 
by the valuable reports of the former Water Commission, 
and of Messrs. Chiffelle and Slade, Civil Engineers. 

I am indebted also, to Messrs. Ross Winans, Geo. Y. 
Worthington, James Murray, Henry Tyson and Rob’t. 
Gilmor, Esqrs., for many important suggestions. 

Mr. Alfred Duvall has rendered valuable aid in pro¬ 
curing information relative to an extended use of water 
in the city. To this gentleman is due the credit of having 
originally suggested the introduction of water from the 
Gunpowder by natural flow, for domestic and manufac¬ 
turing purposes, upon a plan of which the one recommen¬ 
ded in this report is a modification. 

In addition to the routes specified, instrumental exami¬ 
nations were made for others, that it was not deemed ne¬ 
cessary to refer to, in consequence of the great superiority 
of the plans herein recommended for adoption. 

The brief time within which all these surveys have been 
made, required the employment of a large corps of engi¬ 
neers and subordinate^ 

To the assistant engineers, Messrs. W. W. Taylor, 
Arnold Syberg, Wm. Hibberd, Gustavus Wagner, Sam’l. 
Smith and Rob't Hodgson, I am indebted for the zeal and 
fidelity with which their duties in the field and office have 
been discharged, and to their respective corps of subordi¬ 
nates for the alacrity which they displayed, under severe 
exposure, in the execution of orders. 

An expression of acknowledgment is due also to the in¬ 
habitants near the several proposed routes, for their un¬ 
bounded hospitality to the officers and others connected 
with the surveys. 

Respectfully submitted, 

T. E. SICKELS, 

Civil Engineer. 


Baltimore, Sept. 9th, 1864 






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APPENDIX A. 


Estimate of Cost of introducing Sixteeii*Millions of Gallons 
of Water daily from the Patapsco River. Distance 
from Dam to City limits, 9 iVe miles. 

There are several favorable sites for the erection of a 
clam on this stream, between Ilchester and the pool of the 
Avalon. 

Estimates of cost are based upon a location opposite to 
Buzzard's Point, where the valley is comparatively nar¬ 
row,' and where there are indications that rock foundations 
could he obtained. ■ The proper location for this dam, hav¬ 
ing reference to all circumstances affecting the question, 
could only he determined upon, by minute surveys and 
soundings of the bed of the stream. 

The lake will he 4000 feet long, with an average width 
of 230 feet, and an area of 21 acres. The generally pre¬ 
cipitous slopes of the valle) r will preclude the necessity of 
a large amount of excavation to preserve the purity of the 
water. In the restoration of a public road, and in protect¬ 
ing the slopes of the rail road embankment, will consist 
the principal expenditure connected with the lake. 

Section No. 1 .—Patapsco Lake. 


Grubbing and Clearing sides of Lake, .... 01,000 

45,000 cubic yds. of Excavation and Embankment, at 20c. • 9,000 
3,500 “ <c slope wall to R. R. embankment, at $3, - 10,500 
21 acres of Land, at $ 200 , 4,200 


Total, 


- $24,700 




38 


Section No. 2 .—Dam and Gate House. 


The dam will be 37 feet high and 300 feet long on top; 
of which 150 feet will he an over fall, and for this distance 
will he constructed of stone masonry laid in cement. The 
foundation it is assumed, will he on rock, at a depth of five 
feet below the present bed of the stream. 

From the ends of the weir, abutments 10 feet in thick¬ 
ness will be carried up 12 feet above the overfall. 

Between the abutments and the ends of the dam, will 
be placed a heavy slope-wall, with puddled and gravel 
filling in the rear, as described in appendix D, for the 
dam on the Gunpowder. 

On the left bank of the stream, and in line with the 
dam, will be constructed a stone influent gate house open¬ 
ing into the lake. This house will be 60 by 40 feet, with 
walls 2\ feet in thickness, and be covered with an iron 
roof. Two breast walls will extend across the interior, to 
which will be secured a double set of composition metal 
gates with sectional throat area of 250 square feet. 


Section No. 2.— Dam and Gate House. 

Dam. 

2.300 cubic yds. of excavation below water level, at 50c. - $1,150 

6,000 “ “ for foundation, at 25c. - 1,500 

2,500 “ <c ruble masonry in weir, at $4, - 10,000 

1,060 “ c< cut .stone masonry, at $15, - - - 15,900 

950 “ “ rock work masonry in abutment, at 08, - 7,600 

2,200 f< “ slope wall, at S3, - 6,600 

14,500 “ “ embankment, at 20c, - 2,900 

5.300 “ “ puddling, at 50c, ----- 2,650 

.$48,350 


Total, 


Gate House. 


2,000 cubic yards of excavation, at 30c. - $600 

2,100 “ “ cut stone masonry, at $9, - 18,900 

1,500 “ “ embankment, at 20c. - - - 300 

800 ,<c dry wall, at $3,.2,400 

Guard, regulating gates and fixtures, and roof, - - - 15,000 

Doors and windows, ------- 300 


Total,.$37,500 





39 


Section No. 3. 

Canal. 

Commencing at the gate house an open canal, or race, 
will occupy the right bank of the stream and terminate 
near the Avalon works. Its length will he 13,000 ft., and 
sectional area 249 square feet, when the water in it is six 
feet deep. For nearly the entire distance, the side hill has 
a steep slope, and from the appearances of rock on the sur¬ 
face, it is assumed, in the estimate, that three fourths of 
the excavation will he of that material. 

The intermediate affluents on this hank will he dis¬ 
charged into the canal, and to prevent overflow, there 
will he built four waste wiers. At the crossing of ravines, 
heavy slope walls will he constructed on the lower side to 
support the embankment. The canal will be located 
almost wholly in excavation, that being the most econom¬ 
ical manner of construction, and affording the greatest se¬ 
curity against accident. 

In rock, the canal will be 40 feet wide at base, with side 
slopes of three inches to one foot; in earth it will have 
side slopes of two feet to one foot, and diminished width 
at base, to afford uniform area at the depth of six feet. 

286,000 cubic yards of rock excavation, at 80 cts. - - 82*28,800 


91,000 

sc 

sc 

earth “ at 25 “ 

22,750 

14,400 

sc , 

sc 

slope wall at 83, 

43,200 

20,000 

sc 

sc 

puddling, at 50 cts. 

10,000 

33,500 

(C 

sc 

embankment, at 20 cts. 

6,700 

950 

CC 

cs 

cement masonry in waste weirs, at 80, 

5,700 


2,600 panels of fence, at 8 b ----- 2,600 

28 acres of Land, at 8100, ----- 2,800 

Total, - -- -- -- - 8322,560 

Section No. 4. 

Effluent Gate House, Pump House and Tail Race. 

The terminus of the canal will be in an effluent gate¬ 
house, similarly arranged to the gate-house at the dam. 
From this house, iron mains 36 inches in diameter will lead 
to the Turbines placed near the foot of the hill; and also 
the supply mains connecting with the pumps.. The pump 
house will be constructed of sufficient dimensions for ma- 



40 


chinery adequate to raise 60,000,000 gallons daily to the 
receiving reservoirs. 

A tail-race will be excavated from the pump-house, for a 
distance of 2500 feet, to reach tide water. * 

The rising mains to the reservoir will cross the Patapsco 
river under the bed of the stream, and ascend by a ravine 
on the left hank to the first receiving reservoir. 

Effluent Gate House. 


1.500 cubic yards of excavation, at 30 cts. - - - $450 

2,300 “ “ cement masonry, at $8, ... 18,400 

Composition metal gates and fixtures, - 16,000 

Iron roof and fixtures, ------- 2,500 

Total,.$37,350 

Pump Houe— 150 feet by 40 feet. 

2,800 cubic yards excavation, at 30 cts. - $840 

3.500 “ “ stone masonry, at $8, - 28,000 

Iron roof, . 6,500 

Interior fitting, &c. 1,500 

Total,.$36,840 

Tail Race. 

23,000 cubic yards of earth excavated, at 30 cts. - ; $6,900 

4,000 " “ loose rock “ 60 “ - 2,400 

Total, - $9,300 


Section No. 5. 

Receiving Reservoirs and Effluent Gate House. 

There will he three receiving reservoirs, all being 
formed by the construction of dams across ravines. The 
first will have an area of 1 1-10 acres at top water line ; 
the second 1^, and the third one acre. 

The first and second will be connected by an open cut 
in earth and rock, and a rock tunnel, each 1000 feet in 
length ; the second and third, by an open canal 400 feet in 
length. 

The dams will consist of an embankment of earth 20 
feet wide on top, having side slopes of 2^ to 1, and an in- 







41 


terior puddle wall from the base to top water line. The 
sides of the Reservoirs will he lined with a dry wall 2^ 
feet in thickness, for 18 feet in depth, built on a slope of 
1-J horizontal to 1 vertical; and the hanks he raised, or 
ditches formed for the exclusion of surface drainage. 

Provision will he made for drawing off the water by 
pipes extending through the dams. 

The effluent gate house at reservoir No. 3, will he 40 
feet square, and built of stone. A double set of composi¬ 
tion metal gates will control -the supply to the conduit. 

Reservoir No. 1. 


10,9i0 cubic yards of embankment, at $0 20, - • $2,180 

3,100 “ “ puddling, 50, - - - 1,550 

12,000 “ t( excavation, 20, - - - 2,400 

1,570 " “ slope wall, 3 00, - - - 4,710 

Total, -.$10,840 


Open Canal and Tunnel to Reservoir No. 2. 

4,200 cubic yards of earth excavation, at $0 20, 

11,100 “ “ rock excavation, 100, 

2,740 “ “ in tunnel, 7 00, 

150 “ “ cement masonry, 4 00, 

Total,. 

Reservoir No. 2. 

8,310 cubic yards of embankment, at $0 20, 

3,000 “ " puddling, 50, 

9,750 “ “ earth excavation, 20, 

1,850 “ “ slope wall, 3 00, 

Total, - 


$840 

11,100 

19,180 

600 

$31,720 


- $1,662 
1,500 
1,950 
5,550 

- $10,662 


Open Canal to Reservoir No. 3. 

1500 cubic yards of earth excavation, at $0 20, 

350 «* “ rock excavation, 1 00, 

150 “ “ cement masonry, 4 00, 

Total,. 


$300 

350 

600 


$1,250 


6 







42 


Reservoir No. 3. 

7,800 cubic yards of embankment, at 00 20, - - $1,540 


3,500 “ 

puddling. 

50, - 

1,750 

13,800 " 

excavation. 

20, - - ' 

2,760 

1,400 “ 

slope wall, 

3 00, - 

4,200 

Land damages and fencing for Reservoirs, 

5,500 

Total, 

Effluent 

Gate House. 

$15,750 


1,200 cubic yards of cut stone masonry, at $9, - - - $10,800 

Roof and interior fitting, .1,800 

Composition metal gates, -.€8,500 


Total,.21,100 


Total of Section No. 5,.$91,322 


Section No. 6.— Conduit. 

The line of conduit commences at the effluent gate house 
in receiving reservoir No. 3, and extends to the valley of 
Maiden's Choice Branch, a distance of 3.8 miles. Within 
this distance the surface of ground rises to an extreme ele¬ 
vation of 87 feet above grade, and falls to an extreme 
depth of 31 feet below it. 

The conduit will be built of brick masonry, one foot in 
thickness, laid in cement. It will be egg-shaped with an 
inside width of 6J feet, and height of 8| feet, the upper 
section being a semi-elipse, and the lower a semi-circle. 
The area will be 38^ square feet, and descent 1.108 feet per 
mile; it will have capacity, consequently, to discharge 
40,000,000 gallons during 24 hours, when 4-5 full. 

At all points .where the surface of ground falls below 
grade, the conduit will be supported by a stone foundation 
wall 8 feet wide on top, with a batter of one inch to the 
foot, on both sides. On top of this, will be placed a course 
of concrete to be moulded while being laid so as to form 
the immediate support to the brick masonry. 

The conduit will be covered with a back filling of earth 
to the depth of four feet over the upper arch, and in em¬ 
bankment will be 8 feet wide on top, with side slopes of 
two feet horizontal to one foot vertical. 

At the crossing of streams, and at other places w^ere 






43 


water would otherwise accumulate, stone culverts, laid in 
hydraulic cement, will he constructed. There will he seven 
of these, varying in size as circumstances require. 

All the excavation on this line, it is assumed, will be 
in earth. There are no indications of rock on the route, 
although at several places in the immediate vicinity, ex¬ 
tensive openings have been made for mining and other 
purposes. 

For a length of 1000 feet, where the grade line avera¬ 
ges 70 feet below the surface of the ground, a tunnel will 
he substituted for open cutting. 

The conduit for this distance will he modified in shape, 
and will consist of a ring of brick masonry sixteen inches 
in thickness. 

The excavations will he six feet wide at grade with 
slopes of six inches horizontal, to one foot vertical. 


Patapsco Conduit. 


260,500 cubic yards of earth excavation, at 8 

18, 

152,800 

tt 

a 

embankment, 

15, 

141,200 

tt 

tt 

back filling, 

15, 

18,730 

tt 

a 

foundation, 3 

00, 

1,080 

a 

tt 

concrete masonry, 5 

00, 

2,350 

tt 

tt 

culvert masonry, 8 

00, 

17,690 

t< 

it 

brick masonry in conduit 





open cutting, 7 

00, 

1,330 

tt 

a 

brick masonry in tunnel, 10 

00, 


461 “ “ back filling in 

270,000 ft. bd. M timber in 
Fencing, 4,000 panels, 

25 acres of land and land damages, 

Section 

Distributing 


do. 1 00 
do. 40 00, 
1 00 


No. 1. 

Reservoirs. 


- 846,890 

- 22,920 

- 21,180 

- 56,190 

5,400 

- 18,800 

- 123,830 

- 13,300 

461 

10,800 

4,000 

8,500 

8332,271 


The terminus of the conduit will he in a gate house, 
similar to the one at receiving reservoir No. 3. Thence 
the water will pass directly into distributing reservoir 
No 1 which will be formed by the erection of a dam 30 
feet high and 300 feet long across the valley of Maiden’s 
Choice Branch. Distributing reservoir No. 2, will be sim¬ 
ilarly formed by the erection of a dam 35 feet high and 


I 



44 


280 feet long. These reservoirs will he constructed in all 
respects like the receiving reservoirs. 

Reservoir No. 3, will he built principally in excavation, 
and will contain five millious of gallons of water. To 
prevent leakage it will be lined with concrete and brick 
masonry laid in cement. 

Gate House, - $21,100 


Distributing Reservoir No. 1. 


12,170 cubic yards of embankment, at $0 20, 

- 

- $2,434 

3,400 do. puddling, 

50, 

- 

1,700 

112,200 do. excavation. 

20, 

- 

- 22,440 

18,000 do. slope wall. 

3 00, 

- 

- 54,000 

6,600 lineal feet of fencing, 

50, 

- 

3,300 

Total of Distributing Reservoir No. 1, 

- 

- $88,374 

Distributing Reservoir No. 2. 


13,100 cubic yards of embankment, at $0 20, 

_ 

- $2,620 

5,000 do. puddling. 

50, 

- 

2,500 

118,250 do. excavation, 

20, 

- 

- 23,650 

16,500 do. slope wall. 

3 00, 

- 

- 49,500 

6,600 lineal feet of fencing. 

50, 

- 

3,300 


Total of Distributing Reservoir No. 2, $81,570 


Distributing Reservoir No. 3. 


47,500 cubic yards of excavatiou, at $0 20, 
3,000 do. concrete, 6 00, 

1,500 do. brick masonry, 7 00, 

1,300 lineal feet of fencing, 50, 


$9,500 

18,000 

10,500 

650 


Total cost of Distributing Reservoir No. 3, 
Total cost of three Reservoirs, 

Land for Reservoirs, 50 acres, at $150, 


- 38.650 


$229,694 

7,500 


% Total, - - - $237,194 


l 






45 


Pumping Machinery. 

There will be required at the Patapsco river Turbines and pumps 
adequate to raise 16,000,000 gallons to Receiving Reservoir No. 1 in 
twenty hours, the cost of which, together with fixtures, will be $45,000 
Annual depreciation 5 per cent., equal to as capital, - 37,500 

Cost of pumping 16,000,000 gallons daily, at $1 50 per day, 

per million gallons, or as “capital, 5 ’ - 146,000 

Total, ----- $228,500 

There will be required at Distributing Reservoir No. 1, Turbines 
and pumps adequate to raise 4,800,000 gallons to Reservoir No. 3, in 
20 hours, the cost of which will be, with all necessary fixtures, $26,500 
Annual depreciation 5 per cent. - - - - non 

Cost of pumping 1,500,000 gallons daily, at $2 50 per day, 
or as “ capital,” - 


Total, 


22,UbU 

15,225 

$63,805 


Mains. 

Supply Mains from Pimp House to Receiving Reservoir 

No. 1. 

2 mains 36 inch diamater, 2,600 feet long, at $15, - - $78,000 

Drain Pipes from Receiving Reservoirs Nos. 2 and 3 


700 feet 20 inch diameter, at $7, 
3 stop cocks, 300, 


4,900 

900 


Drain Pipes from Distributing Reservoirs Nos. 1 and 2. 

O • 


450 feet*20 inch diameter, at 
2 stop cocks. 


$7, 

300, 


3,150 

600 


Ascending Main to Distributing Reservoir No. 3. 


3,600 feet 20 inch pipe at $7, 

Mains from Reservoir to City Limits. 

Two 36 inch mains 10,000 feet long, at $15, - 

Six stop cocks, « 5 

One 20 inch main 8,300 feet long, 

Two stop cocks distance from the centre of dis- 

at $15, 


25,200 


300,000 

3,600 

58,100 

600 


102,000 


Total cost of mains. 


- $577,050 





APPENDIX B. 


Estimate cost of introducing 16,000,000 of Gallons of Water 
daily from the Great Falls of the Gunpowder , by pump¬ 
ing. Distance from Dam to City Limits , IOtoV miles. 

Section No. 1. 

The Lake and Dam. 

The cost of work to be done at the Lake and for the Dam will 
be the same as detailed in Appendix D, amounting to $148,455 

Section No. 2. 

Tunnel and Gate House. 

The area of the Tunnel will be eighty square feet, and its 
length ninety feet. The Gate House and Pump House will be in 
all respects the same as described in Appendix A, relating to the 


Patapsco, amounting to - - - - $74,190 

267 cubic yards of tunnel excavation, at $7, - 1,869 

Approaches of do. - 500 


Total,.$76,559 


Section No. 3. 

Receiving Chamber and Conduit. 

The rising main will terminate in a receiving chamber 500 feet 
distant from the Pump House. 

At this chamber the conduit will commence and extend for a 
distance of 10,000 feet, terminating in a reservoir formed by the 
erection of a dam across Mine Bank Valley. 

The Conduit will be constructed in all respects similar to the 
Conduit described in Appendix A. 




4 ? 


Receiving chamber, 

_ 


$1,500 

33,400 

cubic yards of earth excavation, at 

$0 

18, 

6,012 

54,500 

“ “ embankment, 


15, 

8,175 

340 

“ “ concrete, 

6 

00, 

2,040 

6,350 

“ “• foundation wall, 

2 

00, 

12,700 

9,310 

“ “ brick conduit masonry, 

8 

00, 

74,480 

57,000 

“ “ back filling, 


15, 

8,550 

1,070 

“ “ culvert masonry, 

8 

00, 

8,560 

20 

acres of land, 

100 

00, 

2,000 

o 

o 

o 

of 

panels of fence, 

1 

00, 

2,000 


Total, - 

- 


- $126,017 


Section No. 4. 
Mine Bank Reservoir. 


This Reservoir will have an area of 22J acres at top water line, 
with an available depth of five feet over its surface, affording a 
storage of 41,000,000 of gallons of water. 


84,000 cubic yards of excavation, 

at $0 

20, - 

- $16,800 

54,000 

“ “ embankment, 


18, - 

9,720 

6,600 

“ “ puddling, 


50, - 

3,300 

350 

“ “ slope wall, 

2 

00, - 

700 

25 acres of land, 

100 

00, - 

2,500 

450 panels of fence, 

1 

00, - 

450 


Total, 

- 

- 

- $33,470 


Section No. 5. 


On this section is embraced that part of the line between Mine 
Bank Reservoir and Herring Run Reservoir, in length 13,000 
feet. Of this distance, 8,300 will be through a rock tunnel, the 
remainder in open cutting. 

1,480 cubic yds. of rock excavation in shafts, at $6 50 


22,750 

2,150 

200 

29,000 

14,910 

16,120 

4,380 


12 acres of land, 
500 panels of fence, 


“ “ tunnel, 

concrete, 
brick masonry, 
earth excavation, 
rock “ 

back filling, 

brick masonry in conduit, 


7 

6 

10 

1 

8 

100 

1 


00 , 

00 , 

00 , 

20 , 

00 , 

15, 

00 , 

00 , 

00 , 


$9,620 

159,250 

12,900 

2,000 

5,800 

14,910 

2,418 

35,040 

1,200 

500 

$243,638 


Total, 







48 


Section No. 6 . 

Herring Run Reservoir. 


The area of this Reservoir will be twenty acres at top water 
line, affording a storage of 40,000,000 gallons of water above the 
grade of the conduit. 


90,000 

cubic yards of excavation at $0 20, 

- $18,000 

23,700 

“ “ embankment. 

18, - 

4,266 

6,200 

“ “ puddling, 

50, 

3,100 

230 

“ “ slope wall, 

2 00, 

460 

23 

acres of land, 

100 00, 

2,300 

650 

panels of fence, 

1 00, 

650 


Total, 

- 

- $28,776 


Section No. 7 . 

This section is 14,400 feet in length, and commencing at Her¬ 
ring Run Reservoir terminates in the Distributing Reservoir at 
Cold Spring. A tunnel 1,500 feet in length through rock will be 
required. 


200,800 cubic yards of earth excavation, at $0 20, 

- 

$40,160 

15,170 “ 

rock, 

1 00, 

- 

15,170 

200 “ 

foundation wall, 

3 00, 

- 

600 

60,337 “ 

back filling, 

15, 

- 

9,050 

1,650 “ 

embankment, 

20, 


330 

70 “ 

concrete, 

5 00, 

. 

350 

267 “ “ 

culvert masonry, 

6 00, 

- 

1,602 

12,010 “ 

brick masonry in conduit, 8 00, 

- 

96,080 

4,110 “ 

rock excavation in tunnel 7 00, 

- 

28,770 

400 “ “ 

concrete in 

do. 6 00, 

- 

2,400 

50 “ 

brick masonry in 

do. 10 00, 

- 

500 

20 acres of land, 

100 00, 

- 

2,000 

3,000 panels of fence, 

1 00, 

- 

3,000 

Total, 

- 

- 

- 

$200,012 


Section No. 8 . 

Cold Spring Reservoir. 

This reservoir will be built partly in excavation, and partly in 
embankment; will have an area of 22 acres at top water line, and 
to a depth of ten feet will contain sixty-five millions of gallons. 
The surface of water will be 288 feet above tide. 

The concjuit will terminate in a Gate House opening into the 
Reservoir. 






49 


For the purpose of drawing off the Reservoir, without interfer¬ 
ing with the supply to the city, mains will lead from the Gate 
House. 


Cold Spring Reservoir. 


80,000 cubic yards of excavation, at $0 
100,000 “ “ embankment, 

40,000 “ “ puddling, 

14,000 “ “ slope wall, 3 

25 acres of land, 100 

6,000 feet of fencing, 


20 , - 
15, - 

50, - 

00, - 
00 , - 
50, - 


Total, - 
Gate House, 


$16,000 

15,000 

20,000 

42,000 

2,500 

3,000 


$98,500 

21,100 


Pumping Machinery. 

The Pumping Machinery will be the same as at the Patapsco, 
described in Appendix A, amounting to $228,500 


Mains. 

Rising Main to Pump Chamber. 

Two 36 inch diamater 500 feet long, at $15, - - $15,000 


Drain Pipe from Mine Bank Run Reservoir. 


One twenty inch pipe 200 feet long, at $7, 

One stop cock, ------ 

- $1,400 
300 

Same for Herring Run Reservoir, 

$1,700 
- 1,700 

Drain Pipes from Cold Spring Reservoir. 

500 feet 20 inch pipe, at $7, - 

Three stop cocks. 300, - 

- $3,500 
900 

Mains to City Limits. 

$4,400 

Two 36 inch pipes 11.240 feet, at $15, 

Six stop cocks, 600, 

- $337,200 
3,600 

Total,. 

- $363,600 


7 






APPENDIX C. 


Estimate of cost of introducing 70 millions of gallons of 

water , daily from the Great Falls of the Gunpowder by 

natural flow—Conduit and Tunnel Line. 

DISTANCE FROM DAM TO CITY LIMITS, 10 MILES. 

The line of conduit, commencing at the dam, follows up 
the valley of Mine Bank Eun for a distance of 9800 feet, 
and thence deflects 40° to the left and passes through 
Sater’s Ridge, toward the head waters of a branch of the 
Herring Eun. Through this ridge there will be required 
a tunnel 3 miles long. 

The valley of Herring Eun is followed for a distance of 
If miles, where the line deflects to the right, and by a 
tunnel 1300 feet in length, emerges into the valley of Tif¬ 
fany’s Eun near the site of the first receiving reservoir ; 
the distance from the dam to this reservoir being 7 8-10 
miles. 

The conduit in earth excavation, will be built of stone 
and brick masonry laid in hydraulic cement. The inte¬ 
rior height will be 8 feet; the width 8 ft. 8 in., and the 
area 64 sq. feet. 

In rock excavation, the floor of the conduit will consist 
of concrete moulded to the form of an inverted arch. A 
lining of brick masonry will be built at the sides,' to sup¬ 
port the covering arch. 

The rock tunnel will not require any support for the 
roof; the only masonry contemplated, being a floor of con¬ 
crete, with the form of an inverted arch, one foot in thick¬ 
ness. Foundation walls will be 13 feet wide on top with 
side slopes of 1 inch to one foot. Back filling 4 feet deep 
over the upper arch, with slopes of 2 feet horizontal to 1 
foot vertical. 




51 


Section No. 1 . 

The Lake and Dam. 
As described in Appendix D, - - 


Section No. 2 . 

Tunnel and Gate House. 

Tunnel, (as in Appendix B,) * - 

Gate House,. 

Total,. 


Section No. 3 . 

Conduit to Tunnel. 

144,000 cubic yards of earth excavation, at $0 20, - 


62,000 
33,800 
4,380 
5,870 
2,644 

15 acres of land, 
1,800 panels of fence, 


rock do. 1 00, 

back filling, * 15, 

stone masonry in conduit, 6 00, 
brick do. * do. 8 00, 

concrete do. do. 5 00, 

150 00, 

1 00 , 


Total, 


Section No. 4 . 


Tunnel. 

2,950 cubic yards rock excavation in shafts, at $6 50, 
43,410 “ “ “ “ in tunnel, 7 00, 

4,107 “ “ concrete :t 6 00, 

250 “ “ brick masonry ** 10 00, 

2,950 “ “ refilling shafts, 20, 

Land damage, - - - # - 

Total,. 


Section No. 5 . 

Conduit to Distributing Reservoir. 
179,970 cubic yards of earth excavation, at $0 20, - 


136,522 “ “ rock do. 1 00, 

4,810 “ “ embankment, 20, 

53,320 “ “ back filling, 15, 

1,300 “ “ foundation wall, 3 00, 


Carried forward, 


$148,455 


$2,369 

29,870 


$32,239 


$28,800 

62,000 

5,070 

26,280 

46,960 

13,220 

2,250 

1,800 


$186,380 


$19,175 

303,870 

24,642 

2,500 

590 

1,000 


$351,777 


$35,994 

136,522 

962 

7,998 

3,900 

$185,376 








52 


Brought forward, 


- 185,376 

150 

“ “ concrete, 

6 00, 

900 

620 

“ “ culvert masonry, 

6 00, 

3,720 

3,560 

“ “ rock excavation in tunnel, 7 00, 

24,920 

505 

“ “ concrete in tunnel, 

6 00, 

3,030 

8,6?0 

“ “ stone masonry in conduit, 6 00, 

52,020 

8,417 

“ “ brick do. do. 

8 00, 

67,336 

15 

acres of fend, 

150 00, 

2,250 

2,712 panels of fence, 

1 00, 

2,712 


Total, ... 

- 

- $342,264 


Section No. 6. 

Reservoirs. 

Reservoirs as in Appendix D, .... $255,298 


» 

Connecting Conduit— 7,200 feet in length. 

This conduit commences in the effluent gate house, 
described in appendix D, on the south side of the first 
distributing reservoir, and for a distance of 1100 feet 
is formed in a rock cut. From this point a rock tunnel 
1100 feet long, leads through Tiffany’s hill, about 100 
feet west of the mansion, and ends near the “Homestead/ 5 
Thence to reservoir Ho. 2, the conduit follows the side 
hill of Homestead valley. • 


45,000 cubic yards of earth excavation, at $0 20, 


9,000 “ “ rock do. 1 00, 

200 “ “ embankment, 20, 

28,500 “ “ back filling, 15, 

70 “ “ foundation wall, 3 00, 

1,985 “ “ concrete for conduit, 5 00, 

3,600 “ “ brick masonry, 7 00, 

8,300 “ “ stone do. 6 00, 

3,014 “ “ rock excavation in tunnel, 7 00, 

285 “ “ concrete in tunnel, 6 00, 

8 acres of land, 500 00, 

1,000 panels of fence, 1 00 


$9,000 

9,000 

40 

4,275 

210 

9,925 

25,200 

49,800 

21,098 

1,710 

4,000 

1,000 


Total,.$135,258 


Pumping machinery as in Appendix D, $63,805 

Mains and pipes to city limits “ “ - - 173,000 










APPENDIX D. 


Detailed description and Estimate of the cost of intro¬ 
ducing 70,000,000 gallons daily, from the Gunpowder 
river by natural flow, through the Air Line Tunnel. 

Distance from Dam to city limits 8 44-100 miles. 

GUNPOWDER LAKE. 

The area of this lake will he 240 acres at the elevation 
of 176 feet above mean high tide. Its length will he 6 
miles, measured on the line of the bed of the river, 
and its average width 330 feet. About midway of the 
length, and for a distance of 8,500 feet, it will form a 
wide basin, being contracted, above, by the natural banks 
of the stream, and below, by the near approach of steep 
side hills. 

To preserve the purity of the water, it will be necessary 
to prevent the growth of aqatic plants, and for this pur¬ 
pose to excavate, or embank, at all places where the depth 
would at any time be less than four feet. It is also de¬ 
sirable that the shores should be clear of all bushes and 
vegetable matter subject to rapid decomposition. 

Section No. 1. Gunpowder Lake. 

For Grubbing and clearing shores of Lake, 

“ Excavation and Embankment to obtain depth of water, 
and for raising and restoring public and private roads, 

215000 yds. a 20 cts. 

“ 100 Acres of Land,.a $ 300 

“ 140 “ “ “ .a $ 100 

Total 

Section No. 2. The Dam and Gate House. 

The site for this dam presents peculiar facilities for its 
cheap and*permanent construction. On the South bank a 
spur of rock projects 80 feet from the general line of the 


$ 2.500 


43.000 

30.000 

14.000 


$ 89.500 




54 


hill, and extends with precipitous face to the edge of the 
stream. In the direction of this spur, and across the bed 
of the river, rock is exposed for about two-thirds its width, 
and soundings indicated that for the remainder of the 
distance it was covered with but two feet of sand. Upon 
the Eastern hank, the rock disappears, and the ground 
rises with gentle slope to the elevation of the top of the 
dam. The length of the dam on top will he 370 feet, 
and of this distance, 175 feet next to the Western hank 
will he huilt of stone masonry, laid in hydraulic cement, 
to form the overfall, which will he composed of a wall of 
masonry 25 feet thick on bottom, and 5 feet thick on top, 
averaging 35 feet in height. The upstream side will he 
plumb, the top oval, and the lower side have a slope of 8 
inches horizontal to one foot vertical. The foundation 
courses will he dowelled to the rock, and to each other. 
For a thickness of three feet from the face, the masonry 
will he hammer-dressed, the remainder of the wall to he 
laid up as coursed rubble. Adjoining the Eastern end of 
the masonry, and at right angles to it, will he constructed 
an abutment of coursed rock work throughout, ten feet in 
thickness, and carried up twelve feet above the over-fall. 
The upper side will he plumb, and on the same plane as 
that of the overfall; the top will he 12 feet in length and 
the lower side have a slope of 8 inches horizontal to 1 foot 
vertical, terminating in a buttress 15 feet in height. From 
this abutment to the eastern hank, will extend a puddled 
embankment, 7 feet thick on toj) and 17 feet on bottom; 
supported on the lower side by a dry stone wall, 20 feet 
thick on bottom, and 5 feet on top, of corresponding eleva¬ 
tion and slope with the abutment. In the rear of the 
puddled embankment, and also of the weir, will be placed 
gravel filling, extending out into the lake on a slope of 
3 to 1. 

For the construction of this dam, limestone and gneiss 
of excellent quality can be procured within a quarter of a 
mile of the work. 

The Gate House will be placed in a‘ravine about 500 
feet from the Dam. The building will be of stone, forty 
feet square, and covered with an iron roof. Below the 
main floor, which will be 10 feet above high water in the 
Lake, it will be divided into three compartments ; the first 
opening into the lake, and containing the guard gates, 
and screen frames; the second, the regulating gates; the 
third leading to the Tunnel. 


55 


Dam. 



Extra work, pumping, temporary channel, &c., &c. 


.JumoanKment, - 

t.500 “ “ Puddling, 

6.000 lbs. of Iron Clamps and Dowels, 


Puddling, 


5.000 


Total 


$ 58.955 


Gate House. 


1.280 Cubic yards Cut Stone Masonry, - - - a $ 9.00 $ 11.520 

500 11 ££ TJ.fwVlr TflYr'cnra+inn _ _ o 1 rtA rnn 


500 “ “ Rock Excavation, 

5.500 “ “ Embankment, 

500 “ “ Dry Wall, - 

Composition Metal Gates and Gate Fixtures, 

Iron Roof, . 

Interior Fixtures, Doors and Windows, 


a 1.00 500 

a 0.20 1.100 

a 3.00 1.500 


8.500 

1.500 
250 


$ 24.8*70 


Total 

Section No. 3. The Tunnel. 


The Tunnel will commence at the Gate House and ex¬ 
tend in a direct line to the Receiving Reservoir, a distance 
of 35,880 feet. Its floor will he 10 feet below the overfall 
of the dam, and will descend 1,108 feet per mile. For 
this entire distance, the grade line is not less than 60 
feet below the surface of the ground, excepting at four in¬ 
tervening ravines, and the crossing of Mine Bank Run, at 
which latter place it approaches so near as to require an 
open cut for a length of 900 feet, where an arch conduit 
must be constructed. 

The indications of the material through which this Tun¬ 
nel will pass are entirely unmistakeable. 

At various points on the line there are depressions in 
the general surface caused by streams, all exposing highly 
stratified gneiss rock at their base. 

The indications thus afforded, together with surface ex¬ 
posures, and well borings, prove the character of material. 

The strata dip at an angle of 40° withj the horizon, 
and in direction form an angle of 60° with the centre 
line of Tunnel. Its position, therefore, is favorable for 
excavation and for sustaining a roof without resorting to 
masonry; this latter, however, from the hardness of the 
rock, would be unnecessary under any position of strata. 





56 


By availing of the depressions referred to as locations for 
Shafts, and by locating others intermediate, to the number 
in all of 17, the Tunnel will be divided into 19 Sections, 
of which the greatest length, or interval between Shafts 
will be 2,100 feet; their depth, commencing at the Lake, 
will be as follows : 


No. 1, - - 64 feet deep. 

“ 2, - - 125 “ “ 

“ 3, - - 274 “ “ 

“ 4, - - 264 “ “ 

“ 5, - - 235 “ “ 

“ 6, - - 235 “ “ 

“ 7, - - 235 “ “ 

“ 8, - - 200 “ a 

“ 9, - - 108 “ “ 


No. 10, - 

- 85 feet deep. 

“ 11, - 

- 95 “ “ 

“ 12, - 

- 67 “ “ 

“ 13, - 

- 115 “ “ 

“ 14, - 

- 61 • “ “ 

“ 15, - 

- 34 “ “ 

“ 16, - 

- 48 ■ “ “ 

“ 17, - 

- 23 “ “ 


The Section of the Tunnel will be oval, having a height 
of 9 feet, a width of 9 feet, and an area of 74 square 
feet. The shafts will contain 96 square feet area. 

Total length of Tunnel, - - - 34,780 feet. 

“ “ “ Open Cutting, - - 1,100 u 

“ “ “ Shafts, - - - 2,268 “ 

Average depth of do. ... 133 “ 

To facilitate the flow of water and the removal of sedi¬ 
ment, it is proposed to line the floor of the Tunnel, 
throughout, with concrete masonry to the depth of eight 
inches. It is also proposed to construct side walls and 
an arch of brick masonry under all the shafts (which 
should be refilled) and through a strata of limestone about 
1500 feet in length. For the remainder of the Tunnel, 
neither side walls nor arching will be required. 

The cost of tunnelling in Rock, to include all expenses, 
depends, principally, on the character of the material to be 
excavated, the depth of shafts and their distances apart, 
the quantity of water encountered, and to a great degree, 
upon the area of the tunnel. In the prosecution of these 
works, it is the custom when the shafts have reached 
grade, to excavate, horizontally, a diminished section of 
the tunnel called a “ heading/’ which in a subsequent 
operation, and at diminished cost per cubic yard, is en¬ 
larged to the full area required. These “headings” are 
usually about 8 feet in height, and from 9 feet in width to 
the width of the tunnel. Experience has demonstrated 
the cost of “ headings” as compared with the entire area, 
and the facts are in existence, though not so accessible, 
upon which to base an estimate for a tunnel of about the 


57 

area of a “heading,” with not less precision than a tunnel 
of larger dimensions. 

The two most expensive tunnels in this country were 
for the Boston Water Works. 

Their area was 41£ square feet, or about half the size of 
a small heading. The longer extended 2,410 feet through 
rock of peculiar hardness. An accurate account was kept 
of the various items of expenditure; the work having been 
done by the day under the superintendence of Contractors. 

The number of cubic yards of Kock excavated from the 
tunnel was 3,931 at a cost of $18,56 per cubic yard. The 
items of expenditure are given as follows : 

For Miners and Strikers on Rock, - - - $ 6.84 per Cubic yard. 

“ Powder and Fuse in Blasting, - 1.00 “ “ “ 

“ Tools,.98 “ “ « 

“ Labor in removal of Rock and for Blacksmithing, 5.69 “ “ “ 

“ Drainage, ------ 2.74 “ “ « 

“ Incidental Expenses and Superintendence, 1.31 “ “ “ 

$18.56 

The extreme hardness of the material excavated is appa¬ 
rent from the above statement, which shows that the mere 
cost of penetrating the rock, and before it was displaced, 
exceeded the entire cost, per cubic yard, of any other 
tunnel in this country. 

Upon the first division of that work which was under 
my charge as Resident-Engineer, an open cut was made 
through Rock of the same character with that in the tun¬ 
nels, the cost of which was at the rate of $5,00 per cubic 
yard; the usual cost for open Rock cutting varies from 
50 cents to $1 per cubic yard. 

The above instances of extreme cost, being without pre¬ 
cedent, in estimating for Rock excavation either in open 
cutting or in tunnels, their experience is only applicable 
upon reasonable belief that the same extraordinary diffi¬ 
culties will exist. 

On the Croton Aqueduct there are eight Rock tunnels, 
the two longest being on the third division. The longer 
of these was 810 feet, with an area of 80 square feet. Hav¬ 
ing been engaged on that division of the line during its 
construction, a very distinct recollection remains with me 
of the character of excavation in this tunnel. It was a 
gneiss rock, bearing a strong resemblance to the gneiss ex¬ 
posed on the line from the Gunpowder, differing only in 
containing rather more mica. The contract price for its 
excavation was $8 per Cubic Yard, and its cost consider¬ 
ably below this sum. 

8 




LIST OF TUNNELS upon the Baltimore and Ohio Rail Road, from Baltimore to Wheeling ; —380 miles. 


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60 


A “ Report of tlie hearing of the Troy and Greenfield 
Rail Road Company, petitioners for a loan of two millions , 
before a joint special committee of the Legislature of Massa¬ 
chusetts f from which, the above tables are taken, contains 
much valuable information on the subject of tunnelling. 
The following are extracts: 

“ On the North-Western Virginia Bail Road there are 
eighteen tunnels. These tunnels vary in length from 
300 to 2,800 feet. The five longest are respectively 2,800, 
2,408, 2,464, 1,826 and 1,374 feet in length. The cost 
varies from $1 50 to $3 per cubic yard. The engineering 
on this road is regarded as the boldest that has ever been 
attempted/’ 

“On the Hempfieid Road, 76 miles long, leading from 
Greensburg, Pa., on the Great Pennsylvania Road, to 
Wheeling, there are seven tunnels now building. The 
length of each is, 2,600, 1,500, 1,200, three of 700, and 
one of 300.” 

The assistant engineer who furnished these facts, remarks 
thus: “You will perceive that in building roads in this 
part of the country, we do not care much for tunnels. The 
prices bid for these tunnels varied from $1 50 to $2 25 
per cubic yard for loose rock, and from $2 50 to $3 50 per 
cubic yard for solid rock.” 

“ On the Pennsylvania Road, between Philadelphia 
and Pittsburg, there are five tunnels. The principal one 
is called the Alleghany Tunnel, 3,750 feet in length, and 
is intended to supersede the planes and stationary engines 
in crossing the Alleghanies.” 

The engineer in charge of it, Thomas Seabrook, Esq., 
writes as follows : “ The excavation was commenced Oc¬ 

tober 14th, 1851, and we had daylight through, January 
31st, 1853, in 15 \ months. We have three shafts for 
working our tunnel, but on account of the large quantity 
of water encountered, and inefficiency of the steam engines 
at first employed, the work was not driven from all these 
points; it would average, from the beginning, about four 
drift ways. Our weekly workings in the headings, would 
average twenty feet. We took down about one-third of 
the height in driving our headings, and left the remainder 
for taking up in the bottom. Our bottom forces will take 
up an average of about twenty-five feet per week; we 
work at seven different points. 

“ In the excavation of our tunnel we pay two prices: 
for the heading, or first drift-way, $4 per cubic yard; this 


61 


forms one-third of the excavation; for the remainder we 
pay $2 80 per cubic yard, making an average of $3 20 per 
cubic yard. These prices will, I think, afford the con¬ 
tractor a small profit. These prices cover all expenses, 
timbering, &c., which have been very heavy.” 

In 1838, Messrs. Swift, McNeill and Whistler, in their 
report to the Directors of the Western Rail Road, say: 
ec The cost of an open cut in earth seventy feet deep is 
$70 per lineal foot; in a rock cut sixty feet deep, twenty 
feet at bottom, with slopes one to five, the cost would, at 
$1 12J per cubic yard, be $67 50 per lineal foot.—finally, 
the cost of a tunnel in rock of mica, slate or gneiss, if 22 
feet in width by 18 feet in height, would be $65 per lineal 
foot.” John Childe, civil engineer, estimates tunnelling 
in the same quality of rock at $60 per running foot. 
Upon an examination of the Eighth Annual Report of 
the Directors of the Western Rail Road to stockholders, 
and the Seventh Annual Report of the Directors of the 
Western Rail Road to the Legislature of Massachusetts, 
January, 1843, I find that the cost of the tunnel on the 
Western Rail Road in the rock, the sides and arch being 
exclusively of the natural rock as above, was $63 87 per 
lineal foot, or $3 52 per cubic yard, being $113 per lineal v 
foot less than the estimate. 

The Annual of Scientific Discovery, for 1853, gives the 
following brief account of a tunnel in Hungary, 10 miles 
in length : One of the longest, if not the longest, tunnel 

in the world is now in a forward state of completion. It 
is situated in Hungary, and leads from the shores of the 
river Gran, not far from Zarnowitz, to the mines in the 
Schemmitzer Hills; it is two geographical, or about ten 
English miles long; it is intended to answer the double 
purpose of a channel to drain off the water accumulating 
in the works, and of a railway to transport the ore from 
the mines to the river.” 

Impressed with the importance of a careful and thorough 
examination of the route of the proposed tunnel, and with 
the view of determining beyond all reasonable doubt the 
character of material to be be encountered in its construc¬ 
tion, and the cost of its removal, I have availed myself of 
distinguished professional ability, in a geological exam¬ 
ination of the region, and in estimating the expenditure 
and time requisite foi the execution of the work. 

From an eminent geologist, Philip T. Tyson, Esq., the 
following communication has been received: 


62 


Baltimore, 11th September, 1854. 

T. E. Sickels, Esq., 

Dear Sir: 

I have the pleasure to transmit you the results of my 
examination of the rocks, on the route of your proposed 
air-line tunnel from the Gunpowder river to the principal 
reservoir, a distance of six miles and three quarters. 

From its northern terminus the line passes through a 
belt of gneiss, whose thickness does not exceed 200 feet. 
Next is an inclined dyke of a feldspathic rock, or a kind 
of coarse grained granite, the thickness of which (as seen 
where it has been cut through by the river close by) is 
about 50 feet. There is probably a belt of gneiss a few 
yards thick on the south side of the granite, separating it 
from the adjacent limestone. 

The line, for about 1500 feet, passes through this lime¬ 
stone to the northern base of Sater’s ridge, and there en¬ 
ters and continues to its southern terminus, in the great 
belt of gneiss traversing this part of our State, and ex¬ 
tending into Pennsylvania and Virginia. The course of 
the line is such as to cross the direction of the gneiss at 
about 60°. 

The dip of the layers of rock is north-westwardly, and 
varies from 40° to 60°, and even more in some places. 

There is much uniformity of character in this rock, ex¬ 
cept where it has been modified or replaced by intrusive 
rocks, such as granite or trap, but no such derangements 
were observed in the vicinity of the route. 

The occurrence of trap rocks (such as those a lew miles 
westward of this city) would materially increase the cost 
and time of completion of the work. I therefore searched 
for indications of these with great care, but none were 
met with. 

That kind of rock resists decay so much better than 
either limestone or gneiss, that it could not fail to present 
itself at some points above the ground, if it existed in 
that vicinity. The numerous ravines where the rocks are 
visible, as well as the cuts for roads and the wells on 
the farms, give facilities for determining with great cer¬ 
tainty the character of the rocks on and near your pro¬ 
posed line. 

Besides the thin belt of coarse granite before mentioned, 
there are two others, but as their aggregate thickness 


63 


does not exceed a few feet, the whole line (except the 
1500 feet of limestone) may be practically considered as 
gneiss. 

The aggregate amount of tunnelling exeuted in gneiss, 
m Europe as well as in this country, is very great. In 
the mining districts of Saxony, many hundreds, if not 
thousands of miles of tunnels have been worked in 
these rocks. Besides, so much under-ground work has 
been elsewhere executed in such rocks for rail roads, 
canals and mining purposes, that the requisite amount of 
labor and materials for tunnels of different sizes is known 
very accurately. 

It follows therefore that there is no difficulty whatever 
in estimating the cost with such certainty that a qualified 
contractor can successfully execute such a work for a fixed 
price, and within a stated period, without the least risk 
of pecuniary loss. 

It will doubtless be proper to protect that part of the 
work through the limestone (say 1500 feet) by arching, 
but arching will be wholly unnecessary in the gneiss, ex¬ 
cept where the tunnel may be sufficiently near the surface 
to have for its roof the rocks that have been disintegrated 
by atmospheric action. This will rarely be found to 
extend deeper than forty feet. 

Owing to the numerous seams in this laminated rock, 
(which so much facilitates working therein,) they abound 
with water, and produce the numerous never-failing 
springs of pure water of that district. Every where, 
therein, water is readily obtained by wells, which are 
rarely deeper than 30 to 50 feet. Should this tunnel be 
made, it may be expected that the water it will receive 
from the rock will be an “ item” in the supply. 

Very truly yours, 

Philip T. Tyson. 


The longest tunnel on the North-Western Rail Road is 
being constructed by the Rail Road Company, under the 
superintendence of Roseby Corr. He has completed the 
“ heading,” the cost of which, he informs me, has been $3 
per cubic yard, and is now taking up the bottom. _ 

At my request, this gentleman with his associate, Mr. 
Smith, has submitted a proposition for the construction of 
the air-line tunnel. 


64 


Baltimore, September 6th, 1854. 
Mr. T. E. Sickels, Engineer, 

Dear Sir: 

We have carefully examined your profile and map of 
the proposed tunnel from the Gunpowder river to Balti¬ 
more, 6f miles in length, and by passing over the route 
have satisfied ourselves of the character of the excavation. 

We believe it will be found a hard gneiss rock, and ap¬ 
prehend that in some of the shafts a great deal of water 
will be encountered. 

From our experience in tunnelling, we feel satisfied 
about the cost of the work, and would contract to do the 
rock excavation of the small tunnel—area 74 square feet, 
—at $7 per cubic yard; and for the large tunnel—area 
160 square feet—for $5 per cubic yard. 

For the shafting, whether in earth or rock—area 96 
square feet—we would expect $6 50 per cubic yard. 
These prices to include the cost of all labor, pumping, 
tools and machinery necessary to complete the tunnel. 

If you locate the shafts not to exceed 2,000 feet apart, 
and allow us to push the work as fast as we please, we 
would engage to complete the job to your satisfaction in 
two years and three months from its commencement. 

Yours respectfully, 

Carr & Smith, Contractors. 

Regarding the excavation for the tunnel as a “ heading” 
only, the estimate of the cost is stated at corresponding 
rates for this description of work. 


Distance from Lake to Reservoir, - - 35,880 feet. 

Length of open cut at Lake, - 100 “ 

“ “ “ Reservoir, - - 100 “ 

ff “ <f Mine Bank Valley, - 900 “ 

Length of tunnel, - 34,780 “ 

Estimate. 

95,323 cubic yards of tnnnel excavation, at $7 00, - - 8667,261 

7,403 “ <f shaft, 6 50, - - 48,119 

7,729 “ “ concrete, 6 00, - - 46,374 

2,850 “ “ brick masonry, 10 00, - - 28,500 

7,400 “ te refilling of shafts, 20, - - 1,480 

500 " “ back filling in tunnel, 1 00, - - 500 

Total,. 8792,234 



65 


Open Cutting at Termini and at Mine Bank Valley. 

The aggregate length will he 1100 feet. The conduit 
will he ot stone and brick masonry, with a semi-circular 
arch, and same area as the tunnel: on completion it is 
proposed to restore the original surface of ground. 


-Estimate. 


12,500 cubic yards earth excavation, at SO 20, 
7 non « <c i 9 ™ 


7,000 

15,500 

285 

275 

676 


rock do 
back filling, 
concrete masonry, 
ruble do. 
brick masonry, 


1 00 , 

16, 

5 00, 

6 00 , 

7 50, 


$2,500 

7,000 

2,480 

1,425 

1,650 

5,070 


Total, - 
Tunnel, 

Land damages, 


S20,125 

792,234 

10,641 


Total cost of Section 3. 


- $823,000 


Section No. 4. 


Receiving Reservoirs. 


Receiving Reservoir No. 1. 

This Reservoir is located in Tiffany’s Run. It will 
cover an area of 37J acres, and to a depth of fifteen feet 
will contain 150,000,000 of gallons. The surface of water 
when full will he 168 feet above mean high tide. 

The Reservoir will he formed by raising the Hillen 
road 27 feet above the present surface, at the crossing of 
Tiffany run. The dam thus created will he 25 feet wide 
on top, with slopes of two to one on the lower side, and 
three to one on the upper. It will be 1200 feet long, and 
will consist of a gravel hank, with an interior puddled 
wall, ten feet thick at the level of top water line, and 
sloping six inches to a foot on both sides to the base. 
The reservoir will he subdivided by another dam of simi¬ 
lar construction, the areas of the divisions being 10 acres 
and 27J acres respectively. 

For a depth of 15 feet below high water, the hanks of 
the reservoirs will he excavated with a slope of two feet 
horizontal to one foot vertical, and against the sides will 
he placed a stone wall, extending entirely around the res¬ 
ervoirs, to prevent growth and subsequent decomposition 
of vegetable matter, during the fluctuations of the surface 
water. To exclude surface drainage from the reservoirs, 

9 





66 


a berm will be placed outside of the wall, forming a ditch 
to conduct water to the dam, where it will be discharged 
into the valley. 

The end of the conduit will be in the influent gate house 
adjoining the interior dam. From this house openings 
will lead to both divisions of the reservoirs, with gates so 
arranged that the water may pass to either. 

Provision will be made to draw off the divisions separ¬ 
ately through iron pipes placed under the dams—that 
from the upper division extending under the Hillen road. 

An effluent Gate House, located at the eastern terminus 
of the interior dam, will be similarly arranged, to draw 
water from either division; with this Gate House will 
connect a conduit leading to the second Reservoir, 4,300 
feet distant, located in Cold Stream Run. The inter¬ 
vening ground rises to the height of 90 feet, and will 
require a tunnel 3,500 feet in length through rock, with 
one shaft. A cut at each end, 400 feet long, with a con¬ 
duit of stone and brick masonry, will extend from the 
tunnel to the Reservoirs. 

To avail of storage, the floor of the tunnel will be fif¬ 
teen feet below the surface of the first Receiving Reservoir 
when full. 

The second Reservoir will contain an area of 12A acres ; 
to a depth of 15 feet will contain 40,000,000 gallons of 
water, and be constructed in all respects, with a division 
dam, similar to the first Receiving Reservoir. 

The surface will be 138 feet above tide, and 30 feet 
lower than the first Receiving Reservoir. At the ter¬ 
minus of the conduit, which will be in a stone gate 
chamber, from which emerge all pipes leading to the city, 
the water descending to the level of the lower Reservoir, 
by its head and fall, will operate Turbine wheels, con¬ 
nected with pumps of adequate capacity to force 4,800,000 
gallons in twenty hours to a third Reservoir, located on 
Tiffany’s Hill, at Monte Bello. This third Reservoir will 
be constructed partly in excavation and partly in em¬ 
bankment ; will be circular in form, with an area of three 
acres, and to a depth of ten feet will contain 9,470,000 
gallons. It will be lined inside with concrete masonry, 
eight inches in thickness, and with one course of brick 
masonry four inches thick, coated with hjMraulic mortar. 
The embankment will be twenty feet wide on top, and 
and about fifteen feet in height. When full, the surface 
of water in the Reservoir will be 268 feet above high tide. 


Three Reservoirs and Intermediate Conduit. 

Reservoir No. 1. 


Influent Gate House and gate fixtures, 

Effluent do. - 

Excavation around Reservoirs, 75,500 cubic yards, at 


Dry wall lining, 12,320 do 

Embankment in dams, 42,300 do. 

Puddling, 20,000 do. 

40 acres of land, 

Fencing around reservoir, 7,500 feet, 


!0 20 , 
3 00, 
20 , 
50, 
300 00, 
50, 


Total. 


$25,000 
25,000 
15,100 
36,960 
8,460 
10,000 
12,000 
3,750 

- $136,270 


Reservoir No. 2. 


Gate and Pump House, 
Gate, Gate fixtures, &c. 
Excavation around reserv 
Lining wall, 
Embankment in dams, 
Puddling in do. 
Fencing, 3,500 feet, 

15 acres of land, 

3,800 feet of fencing, 

Total, - 


_ 

_ 

- 

- 

$18,000 

_ 

- 

- 

- 

20,000 

45,400 cubic yards, at $0 

20, 

9,800 

5,600 

do. 

3 

00, 

16,800 

28,600 

do. 


20, 

5,720 

9,400 

do. 


50, 

4,700 




50, 

1,75 0 



400 

00, 

6,000 




50, 

1,900 


Reservoir No. 3. 


37,100 cubic yards embankment, at 
10,000 do. puddling, 

3,404 do. concrete, 

1,702 oo. brick masonry, 

4 acres of land, 

1,000 feet of fencing. 


20 , 
50, 
6 00 , 
7 00, 
1,000 00, 
50, 


Total, - 

Tunnel 3,500 feet long, and Conduit 800 feet 

284 cubic yards rock excavation in shaft, at $6 50, 

,593 do. do. do. in tunnel, 7 00, 


9 

1,167 

284 

3,260 

5,050 

5,500 

207 

200 

490 


do. 

do. 

do. 

do. 

do. 

do. 

do. 

do. 


concrete do. 

refilling shaft, 
rock excavation open cut, 
earth do do, 

back filling, 
concrete in conduit, 
stone masonry in do. 
brick do, do. 


6 00 , 
20 , 
1 00 , 
20 , 
20 , 

5 00, 

6 00 , 

7 50, 


Land damages, 


Total, - 

Total of Reservoirs and connections, - 


- $358,825 


1,670 


$7,420 

5,000 

20,424 

11,914 

4,000 

500 

$49,258 

long. 

$1,846 

67,151 

7,002 

57 

3,260 

1,010 

1,100 

1,035 

1,200 

3,675 

1,291 

$88,627 






68 


Pumping Machinery. 

It is proposed to erect Turbines and pumps in duplicate, adequate 
together to raise 4,800,000 gallons, to Reservoir No. 3 in twenty hours. 


the cost of which, together with necessary fixtures, will be - 026,500 

Annual depreciation 5 per cent., equal to as capital, - - 22,080 

Cost of pumping 1,500,000 gallons daily, 02 50 per day, 

equal to as capital,.- 15,225 

Total,. 063,805 


Mains. 

Mains and drain pipes, in and about the Reservoirs, and thence to the 
city limits, will be required as follows: 

Supply Main to Reservoir No. 3, 2,600 feet 20 inch pipe, at 07, 018,200 

Reservoir No. 1. 


Drain pipe from 1st division, 20 inches diameter, 200 ft. long, 07, 1,400 
One stop cock in do. ------ - 300 

Drain pipe from 2d division, 20 inches diameter, 800 ft, long, 07, 5,600 
One stop cock in do. - -. 300 

Reservoir No. 2. 

Drain pipe from 1st division, 20 inches diamater, 200 ft. long, 07, 1,400 
One stop cock, -------- 300 

Drain pipe from 2d division, 20 inches diamater, 650 ft. long, 07, 4,550 
One stop cock, -------- 300 

Mains from Reservoirs to City Limits. 

Two 36 inch pipe 3,950 feet, at 015, - - - - 118,500 

Four stop cocks, 600, - 2,400 

One 16 inch pipe 3,950 feet, 5, - 19,750 

Total,. 0173,000 





APPENDIX E, 


Baltimore, August 29, 1854. 


Mr. A. Duvall, 

Dear Sir: 

In answer to your inquiries in relation to the use of 
water instead of steam (as a motive power) in this city, 
we have to say, that if the city of Baltimore, in its cor¬ 
porate authority, should introduce an abundant supply of 
water, whereby there would he a surplus which could he 
used as power, if a part of such supply should he conveyed 
through pipes to or near our establishment on McElderry’s 
wharf, we would he pleased to use water power instead of 
steam, at same cost per power, provided water engines for 
the transmission of power can he had at a corresponding 
cost to that of steam engines, as we conceive the saving of 
room, and security to life and property, &c., are consider¬ 
ations not to he overlooked, and strong arguments in favor 
of our adoption of this motor. The probable amount of 
power we would require would he from six to eight horse. 

Very respectfully yours, 


R. Mason. 




10 


Baltimore, August 29,1854. 

Mr. A. Duvall, 

Dear Sir: 

In answer to your inquiry relative to our views of the 
extraction and transmission of the power of water, when 
conveyed through pipes under heavy pressure, and ap¬ 
plied to pressure engines or wheels, we say that we con¬ 
sider such application of water for the extraction and 
transmission of power, to he the most desirable method of 
using water power, where circumstances will admit, as 
there are various cheap and simple arrangements of water 
engines and wheels, that occupy hut very small space, and 
that will transmit a large amount of power, and can he 
used to greater advantage where operated under hydraulic 
pressure. 

Respectfully yours, &c., 

' Wells & Miller. 


I concur in the above opinion. 

Thos. J. Matthews, Millwright. 


I fully concur in the opinion of the Messrs. Wells & 
Miller. John G. Millholland. 


We concur in the opinion of Messrs. Wells & Miller 
relative to the application of the power of water. 

Valentine & Thompson, Millwrights. 





71 


Baltimore, March 24, 1854. 

Mr. Alfred Duvall, 

Dear Sir : 

In answer to your inquiry of to-day, we beg leave to 
say, that in our experience in the building and manage¬ 
ment of flour mills, where a stream of water is used, we 
find about ten horse effective power is required for the 
manufactory of fifty barrels of flour in twenty-four hours. 

Yours very respectfully, 

A. & W. Denmead & Son. 


Baltimore, September, 2, 1854. 

Dear Sir: 

Yours of the 28th of last month was duly received, 
asking my views in relation to the use of water for motive 
power in this city, instead of steam as it is now used. 

In reply, I would say that I believe a water engine 
could be constructed so as to possess many and great ad¬ 
vantages over the present plan of steam engines, and 
should a supply of water be brought into the city that 
could be had for the purpose of power, I would gladly 
substitute the water engine for the steam, and pay for the 
use of the water the same amount which I now pay for 
Cumberland coal, say ten to twelve dollars per day. 

Yours Respectfully, 

E. A. Abbott, per 
Jos. R. Golibert. 


To Mr. A. Duvall, Baltimore, Md. 





72 


Baltimore, September 8th, 1854. 

A. Duvall, Esq. 

Dear Sir: 

In answer to you inquiry relative to my views of water, 
instead of steam, as a motive power in this city : 

I say should the corporation of the city of Baltimore in¬ 
troduce an abundant supply of water, that could be disposed 
of for power, if a part thereof should be conveyed through 
pipes, to or near my premises, corner of Canal and Bank 
streets, I would be pleased to use water as a motive, at 
same cost required to generate steam power, dispensing 
with my present steam appliances, and use a water engine 
instead, if the same are practicable, which I believe. 

I am of the opinion, if water is introduced into our city 
in sufficient quantity to be be used as power, that a great 
number of persons now using steam as a motive would use 
water if the same could be had at a cost corresponding to 
the cost of generating steam power, for the saving of room 
for boilers, smoke stacks, and storage for fuel, also, the 
saving of insurance, security to life and property, and 
having a power easily controlled and at all times ready 
for use, with many other advantages that water possesses 
over steam, as a motive power in this city, are matters of 
important consideration. 

Respectfully yours, 

A. W. Hall, 


I concur in the above opinions, and would be pleased to 
employ water power at my place, corner of President and 
Stile streets, instead of steam, to the amount of six or 
eight horse power. 


Jas. Bates. 



73 


/ 


Baltimore, September 8, 1854. 

Mr. A. Duvall, 

Dear Sir : 

In answer to your inquiries relative to the quantity of 
water I require in my business, I say should the corpora¬ 
tion of the city of Baltimore introduce an abundant sup¬ 
ply water, it a part of such supply should be conveyed 
to or near my premises, East Baltimore street, I would be 
pleased to contract for one million of gallons per annum, 
at three cents per thousand gallons, and at such price I 
believe most trades in our city requiring a large supply 
of water would be pleased to take it, viz: those engaged 
in the same business that I am, also brewers, distillers, 
tanners, and various other trades requiring a large supply 
of water; in the aggregate, I suppose, some millions of 
gallons per day. 

Respectfully yours, 

Geo. W. Bandell, Dyer. 


\ 


A. Duvall, Esq., 

Dear Sir: 


Baltimore, August 18th, 1854. 


In answer to certain inquiries propounded by you, re¬ 
garding water as a motive power instead of steam, I would 
say, that should the corporation of the city of Baltimore 
introduce an abundant supply of water into the city, 
whereby there would be a surplus over the demand for 
domestic purposes, and should a part of such surplus sup¬ 
ply be conveyed in pipes to my steam mill, on Smith's 
wharf, I would be pleased to use such, or a part thereof, 
instead of steam, dispensing with my present steam ap¬ 
paratus, and using a water engine or engines instead, pro¬ 
vided such are practicable, and would pay for a supply of 
water sufficient to manufacture two hundred barrels of 
flour per day (of 24 hours) the sum of twenty-two dollars 
per day, and I am of opinion that an almost unlimited 
amount of such power could be disposed of in the city, 
particularly if introduced in pipes to the wharf property. 

Yours truly, 


10 


Joseph B. Fenby. 


u 


Baltimore, September 8, 1854. 

T. E. Sickles, Esq., 

Deal' Sir: 

In answer to your inquiries relative to the number of 
horse power of steam I suppose to be now in use in this 
city, I say I have not any correct statistical information re¬ 
lative to the same, but from my personal knowledge, I am 
satisfied the number of horse power, of stationary engines, 
exceeds three thousand. From conversation had with 
Mr. John Gr. Milholland, an intelligent engine builder of 
this city, I find his opinion is, that within the city and 
precincts, the number of horse power of steam now in use, 
is some five thousand. 

The class of engines in use here are all, I believe, what 
is called high pressure or non-condensing. 

In answer to your inquiries relative to the number of 
warehouses in this city, from having counted the number 
in several districts, I suppose the entire number in the 
city using some arrangement for hoisting storage to be 
from twelve to fifteen hundred, and all, or nearly all, are 
so situated that water could be used in them to advantage 
for transmitting power, if introduced under a pressure of 
one hundred and fifty feet. 

I am of the opinion if the system of hoisting storage by 
water power is introduced here, that nearly every ware¬ 
house in the city would use it. 

A greater part of the buildings used for storage are so 
situated, that to get clear of the discharged water or 
drainage the cost would be but small; those in the more 
elevated and distant places from tide using water for the 
purposes contemplated, would have to discharge the water 
used into the streets, under the present arrangement for 
drainage, but I conceive that it would not be objectiona¬ 
ble, as the quantity thus used would be but small. 

Respectfully yours, 


Alfred Duvall. 













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